20221650 Ver 1_6143 - Stormwater Report - 05-24-2022 - Signed_20221121

STORMWA TER MANAGEMENT
AND EROSION CONTROL DESIGN
PA TRICK PLACE
INDIAN TRAIL, NORTH CAROLINA
For
R.D. HARRELL CO.
EAGLE ENGINEERING
MATTHEW C. KIRCHNER, P.E.
EAGLE ENGINEERING, INC.
2013 Van Buren Ave.
Indian Trail, NC 28079
EEI PROJECT NO.: 6143
MAY 24, 2022
Initials Date
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Patrick Place 6143-C-NC
Stormwater Management Report May 24, 2022
1.0 Project Address and Summary
The project is located on Potter Road (SR 1357), at the intersection with Fincher Road (SR 1361),
approximately 0.60 miles south of the intersection of Potter Road (SR 1357) and Chestnut Lane (SR 1362).
The proposed development will include the construction of 148 single family attached homes with a
community pool and clubhouse, along with its associated site grading, roadways, utilities, stormwater
management facilities, and landscaping.
Site improvements will include; site grading, paving, storm drain systems, storm culverts, private roadways
and one wet pond storm water BMP device. This device will treat the entirety of the development to meet
state and town requirements.
As mentioned above, the site will include the construction of a stormwater BMP located at the
topographically low point of the overall drainage shed. The development of the site must comply with the
City of Indian Trail Stormwater Management Ordinance and therefore will provide stormwater quality and
provide peak controls for stormwater runoff of the 2-, 10-, 25-, 50-, and 100-year storm events. The BMP
chosen was a wet ponds to provide for both WQv and detention designed per the NCDEQ Stormwater BMP
Manual.
Runoff calculations were performed following the procedures outlined in the NCDEQ Stormwater BMP
Manual and by the SCS method.
The receiving drainage system for this site is an existing channel located along the eastern property line at the
rear of the adjacent residential properties. This channel drains in a southerly direction and eventually ties into
the Davis Mine Creek approximately 0.75 miles south of the site.
Soils on the site consist o£
TuB: Tarrus-Urban land complex, 2 to 8% slopes
TcB2:Tarrus gravelly silty clay loam, 2 to 8% slopes
This soil is labeled as hydrologic soil group (HSG) "B" for the entire drainage shed. A USDA NRCS soils
map and supporting information can be found in the Appendix A.
2.0 Water Quality Volume Control and Peak Flow Control
Water Quality Volume and Release Rate calculations were performed as outlined in Appendix B.
3.0 Predeveloped Conditions
Under existing conditions, the site is a mostly undeveloped property consisting primarily of brush and woods
in good condition. A portion of the site is also made up of grassed field in good condition. The site was, at
one time, utilized as a mobile home park but has since been cleared of any structures. A couple of gravel or
asphalt drives remain, however.

Patrick Place 6143-C-NC
Stormwater Management Report May 24, 2022
The site consists of two main areas, one to the north and one to the south of the existing adjacent nursery
property. Each portion of the site sits at a general highpoint and drains towards the property lines. The overall
drainage, however, all makes its way to an existing channel located along the eastern property line and runs
through the adjacent residential properties in that area. For this reason, we've counted the entire site as one
pre -development drainage area since the entire site makes its way to the same channel. This channel drains in
a southerly direction and eventually makes its way into the existing Davis Mine Creek, approximately 0.75
miles south of the site.
The predevelopment drainage from the site was delineated as indicated on the Pre Development Drainage
Area Map included in Appendix B. The pre -development time of concentration calculations utilize a
combination of overland sheet flow and shallow concentrated flow to determine the longest possible scenarios
with a minimum 5 minute time interval. These calculations are outlined in Appendix B.
The Curve Number (CN) for the pre -development basins were computed as a combination of brush, woods
and grass with some impervious. These calculations resulted in predevelopment CN's of 73 for PRE DA-A. A
NRCS soil data table (Table 8.03e) from the NCDEQ Erosion and Sediment Control Planning and Design
Manual depicting the soils designation for the site is included in Appendix A.
4.0 Post Developed Conditions
The proposed development will include the construction of 148 single family attached homes, pavement and
hardscape with associated site grading. DA-A will utilize one BMP within the drainage basin, near the
topographical low point of the site, to provide the required water quality and detention volumes. This pond
measures approximately 280' x 100' and contains a single forebay and outfall control structure. This pond
will capture and treat the runoff from the entire developed site, both north and south portions, through the use
of an underground storm drain system. This BMP will outfalls directly at the head of the channel mentioned
in the outfall description of section 3.0.
This devices is being utilized as the primary means of detention as well as water quality treatment. It has been
modeled to mitigate the sites requirements for post development flow and water quality. Calculations in
Appendix B (see Hydrograph Return Period Recap, Page 1) have been provided to show that the detention
system is adequately sized for the 1-year, 2-year, 10-year, 25-year, 50-year, and 100-year 24-hour storm
events. Any increase in peak flow in the bypass drainage sheds from Pre and Post development conditions has
been accounted for with the over -detention of the flow from the development onsite within each wet pond.
The composite Curve Numbers were calculated for each post developed basins and are summarized below.
Post Development Area A: 86
Post Development Area A -Bypass: 67
See Post Development Drainage Area Map.
A comparison of pre -developed, post -developed, and detained peak flows is shown below. The pre -
development peak flow (Hyd. No. I) should be compared to its respective total post -development peak flow
(Hyd. No. 5). This shows a reduction in peak flow rates from pre -developed to post -developed conditions
utilizing the wet pond detention. This BMP has been oversized to account for the un-detained flows from the
bypass drainage shed (Hyd. No. 4). Complete calculations including time of concentration and full
hydrographs for the 1-year, 2-year, 10-year, 25-year, 50-year, and 100-year 24-hour storm events are included
in Appendix B.

Patrick Place
Stormwater Management Report
6143-C-NC
May 24, 2022
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hydjsj
Peak Outflow Ids)
Hydrograph
Description
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
---
16.98
26.08
54.20
72.76
88.15
104.40
PRE-DEV A
2
SCS Runoff
—
42.17
55.56
92.32
114.59
132.49
151.00
POST-DEV A
3
Reservoir
2
2.135
6.022
27.15
44.26
67.68
79.36
WET POND A
4
SCS Runoff
—
2.597
4.499
10.61
14.74
18.30
22.11
POST-DEV A BYPASS
5
Combine
3,4
2.834
9.378
37.07
59.00
85.90
101.29
POST-DEV A TOTAL
5.0 Stormwater System
The storm water system consists of proposed reinforced concrete pipes, ranging in size from 15" up to 36",
conveying runoff to the proposed BMP through a combination of underground pipes and catch basins. HDPE
pipes are also being utilized, primarily to convey the roof leaders from several of the single family homes and
the "courtyard" type driveways to the main storm drain system or directly to the BMP. These pipe sizes range
from 8" to 20". Adequate cover has been provided for all pipes and all pipes are proposed as class 3 or class 4
reinforced concrete pipe. The system has been modeled for a 10-year storm event for capacity and HGL. The
results of the system have been provided in Appendix C.
6.0 Erosion Control
Erosion control will be provided by utilizing temporary sediment basins, perimeter silt fence, temporary
diversion ditch, and inlet protection where necessary. These mechanisms will be in place until the project is
stabilized. Upon approval of the NCDEQ inspector, these mechanisms can be removed and the final storm
drain measures can be put in place. Calculations for the sediment traps and sediment basins have been
provided in Appendix D.

Patrick Place
Stormwater Management Report
Appendix A
Hydrologic Soils Map and Summary Report
Curve Number Determinations
6143-C-NC
May 24, 2022

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Hydrologic Soil Group —Union County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
ScA
Secrest-Cid complex, 0
C
1.1
1.2%
to 3 percent slopes
TbB2
Tarrus gravelly silty clay
B
21.8
23.9%
loam, 2 to 8 percent
slopes, moderately
eroded
TbC2
Tarrus gravelly silty clay
B
5.8
6.4%
loam, 8 to 15 percent
slopes, moderately
eroded
TuB
Tarrus-Urban land
B
61.0
66.8%
complex, 2 to 8
percent slopes
W
Water
1.6
1.7%
Totals for Area of Interest
91.3
100.0%
USDA Natural Resources Web Soil Survey 7/30/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union 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 7/30/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4

4/15/22, 11:33 AM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
' Location name: Matthews, North Carolina, USA* Al
Latitude: 35.060, Longitude:-80.6980 T
Elevation: 699.82 ft*
' source: ESRI Maps
"source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parcybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
0.415
0.490
0.569
0.627
0.692
0.738
0.779
0.815
0.857
0.886
5-min
(0.383-0.450)
(0.452-0.534)
(0.523-0.619)
(0.575-0.680)
(0.633-0.750)
(0.670-0.798)
(0.705-0.843)
(0.734-0.883)
(0.765-0.930)
(0.785-0.963)
0.663
0.784
0.912
1.00
1.10
1.18
1.24
1.29
1.36
1.40
10-min
(0.612-0.719)
(0.722-0.853)
(0.838-0.992)
(0.920-1.09) 11
(1.01-1.20)
1 (1.07-1.27)
1 (1.12-1.34)
1 (1.16-1.40)
1 (1.21-1.47)
1 (1.24-1.52)
1.
1.
15-min
0.765-0 899
0. 08--1.07
1.06 1525
1. 621738
1.2841051
1.3541961
1.42--1669
1.47-61377
1.527.85
1.557590
1.14F
1.36
1.64
1.84
2.07
2.24
2.40
2.54
2.71
2.84
30-min
1
(1.25-1.48)
(1.51-1.78)
(1.69-1.99)
(1.89-2.24)
(2.04-2.42)
(2.17-2.59)
(2.29-2.75)
(2.42-2.95)
(2.51-3.08)
1.42
1.71
2.10
2.39
2.76
3.04
3.30
3.56
3.89
4.14
60-min
(1.31-1.54)
(1.57-1.86)
(1.93-2.29)
(2.19-2.60)
(2.52-2.99)
(2.76-3.29)
(2.99-3.57)
(3.21-3.86)
(3.48-4.22)
(3.67-4.50)
1.64
1.99
2.46
2.82
3.29
3.64
4.00
4.35
4.81
5.16
2-hr
(1 .50-1.79)
(1.82-2.17)
(2.25-2.69)
(2.57-3.08)
(2.99-3.59)
(3.30-3.97)
(3.60-4.36)
(3.89-4.74)
(4.25-5.25)
(4.52-5.64)
1.74
2.10
2.62
3.03
3.57
4.00
4.43
4.88
5.49
5.97
3-hr
1
(1.93-2.31)
(2.40-2.88)
(2.76-3.31)
(3.23-3.90)
(3.61-4.37)
(3.97-4.83)
(4.33-5.32)
(4.81-5.99)
(5.17-6.51)
2.09
2.52
3.15
3.65
4.32
4.85
5.40
5.96
6.74
7.35
6-hr
(1.92-2.30)
(2.32-2.77)
(2.89-3.46)
(3.33-3.99)
(3.92-4.70)
(4.37-5.28)
(4.83-5.87)
(5.28-6.48)
(5.89-7.32)
(6.35-8.00)
2.48
2.99
3.75
4.36
5.20
5.88
6.58
7.32
8.36
9.20
12-hr
(2.27-2.71)
(2.75-3.29)
(3.44-4.11)
(3.98-4.77)
(4.71-5.67)
(5.28-6.40)
(5.86-7.16)
(6.45-7.95 )
( 7.25-9.07 )
( 7.87-9.99)
2.92
3.52
4.43
5.14
6.12
6.91
7.73
8.57
9.75
10.7
24-hr
(2.71-3.16)
(3.27-3.82)
(4.10-4.79)
(4.75-5.56)
(5.64-6.62)
(6.35-7.47)
(7.07-8.36)
(7.81-9.28)
(8.84-10.6)
(9.64-11.6)
3.44
4.14
5.17
5.98
7.09
7.98
8.90
9.85
11.2
12.2
2-day
(3.19-3.72)
(3.84-4.49)
(4.78-5.59)
(5.52-6.47)
(6.53-7.67)
(7.33-8.63)
(8.14-9.64)
(8.98-10.7)
(10.1-12.1)
(11.0-13.3)
3-day
3.65
(3.38-3.93)
4.38
(4.07-4.73)
5.43
6.27
7.42
1 (6.84-8.01)
8.34
(7.67-9.01)
9.29
(8.52-10.0)
10.3
(9.39-11.1)
11.6
(10.6-12.6)
12.7
(11.5-13.8)
4-day
3.85
(3.58-4.15)
4.62
(4.30-4.98)
5.70
(5.30-6.15)
6.56
(6.08-7.07)
7.75
(7.16-8.36)
8.71
(8.02-9.39)
9.68
(8.89-10.5)
10.7
(9.79-11.6)
12.1
(11.0-13.1)
13.3
(12.0-14.4)
4.46
5.31
6.48
7.40
8.68
9.71
10.8
11.8
13.4
14.6
7-day
(4.17-4.77)
(4.97-5.69)
(6.06-6.94)
(6.91-7.92)
(8.07-9.30)
(9.00-10.4)
(9.95-11.5)
(10.9-12.7)
(12.3-14.4)
(13.3-15.7)
5.10
6.07
7.31
8.27
9.59
10.6
11.7
12.7
14.2
15.4
10-day
(4.79-5 45)
(5.69-6.49)
1 (8.93-10.2)
(9.87-11.4)
(10.8-12.5)
(11.8-13.6)
(13.1-15.2)
(14.1-16.5)
6.83
8.05
9.51
10.7
12.2
13.4
14.7
15.9
17.6
19.0
20-day
(6.43-7.26)
(7.59-8.57)
(8.95-10.1)
(10.0-11.3)
(11.5-13.0)
(12.6-14.3)
(13.7-15.6)
(14.8-17.0)
(16.4-18.8)
(17.5-20.3)
30-day
7-
7 91 8787
9.31-610.4
1 .8- 2.1
12.0- 3.5
1315- 5.2
14 6.6
15.8-1�7.9
17.0-19.3
1815-21.1
19 6122.5
10.5
12.3
14.1
15.5
17.3
18.6
19.9
21.2
22.9
24.2
45-day
(100-11.1) 1(11.7-13.0)
(13.4-14.8)
(14.7-16.3)
(16.4-18.1)
(17.6-19.6)
(18.8-20.9)
(20.0-22.3)
(21.5-24.1)
(22.6-25.5)
12.5
14.6
16.5
18.0
20.0
21.4
22.8
24.1
25.9
27.2
60-day
(120-13.1)
(14.0-15.3)
(15.8-17.3)
(17.2-18.9)
(19.0-20.9)
(20.3-22.4)
(21.6-23.9)
(22.8-25.3)
(24.4-27.2)
(25.6-28.6)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
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4/15/22, 11:33 AM
Precipitation Frequency Data Server
MIS]
25
C
t 20
4-
a
Ul
U
0 15
49
,a
10
a
y
30
25
c
L 20
41
L1
a 15
49
'a
�, 10
C'
rz
PDS-based depth -duration -frequency (DDF) curves
Latitude_ 35.0600', Longitude:-80.6980°
-
---l---L-----L-----J-----J----------------------L-----L-----J----- ...................
N A tb Ly A -? �{ -Y -Y -Y -Y -Y
La•5 O La1 O O L—I C'V A q r, O O O Ln O
L� ri rn Lp rl N rn ITLG
Duration
0
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAAAtla,3 14, Volume 2, Version 3 Created fGMTY Fri Apr 15 15:34-00 2022
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
f years}
— 1
2
— 5
— 10
— 25
50
100
200
500
1000
Duration
— 5-min
— 2-day
— 1D-min
— 3-day
15-min
— 4-day
— 30anin
— 7-day
— 60-min
— 1"ay
— 2-hr
— 20-day
— 3fir
— 30-day
— "r
— 45-day
— 12-hr
— 60-day
- 24-hr
https://hdsc.nws.noaa.gov/hdsctpfds/pfds_printpage.html?lat=35.0600&Ion=-80.698O&data=depth&units=english&series=pds 2/4

4/15/22, 11:33 AM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Matthews, North Carolina, USA* '
Latitude: 35.06*, Longitude:-80.6980
Elevation: 699.82 ft** 1
' source: ESRI Maps
" source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parcybok, 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/hour)1
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
5-min
4.98
(4 .60-5.40)
5.88
(5.42-6.41)
6.83
(6.28-7.43)
7.52
(6.90-8.16)
8.30
(7.60-9.00)
8.86
(8.04-9.58)
9.35
(8.46-10.1)
9.78
(8.81-10.6)
10.3
(9.18-11.2)
10.6
(9.42-11.6)
3.98
4.70
5.47
6.02
6.62
7.05
7.43
7.76
8.13
8.37
10-min
(3.67-4.31)
(4.33-5.12)
(5.03-5.95)
(5.52-6.52)
(6.05-7.17)
(6.41-7.63)
(6.72-8.03)
(6.98-8.40 )
( 7.25-8.82 )
( 7.41-9.10)
3.31
3.94
4.61
5.07
5.59
5.95
6.26
6.52
6.82
7.00
15-min
(3.06-3.60)
(3.63-4.29)
(4.24-5.02)
(4.65-5.50)
(5.11-6.06)
(5.41-6.44)
(5.66-6.77)
(5.87-7.07)
(6.09-7.40)
(6.20-7.62)
2.27
2.72
3.28
3.68
4.14
4.48
4.79
5.08
5.43
5.67
30-min
(2.10-2.47)
(2.51-2.96)
(3.01-3.56)
(3.37-3.99)
(3.79-4.49)
(4.074.85)
(4.34-5.19)
(4.57-5.50)
(4.84-5.89)
(5.02-6.17)
1.42
1.71
2.10
2.39
2.76
3.04
3.30
3.56
3.89
4.14
60-min
(1 .31-1.54)
(1.57-1.86)
(1.93-2.29)
(2.19-2.60)
(2.52-2.99)
(2.76-3.29)
(2.99-3.57)
(3.21-3.86)
(3.484.22)
(3.67-4.50)
0.820
0.992
1.23
1.41
1.64
1.82
2.00
2.17
2.40
2.58
2-hr
(0.752-0.896)
(0.909-1.09)
1 (1.12-1.35)
1 (1.29-1.54)
11 (1.49-1.79)
1 (1.65-1.98)
1 (1.80-2.18) 11
(1.94-2.37)
(2.13-2.62)
(2.26-2.82)
0.580
0.700
0.874
1.01
1.19
1.33
1.48
1.63
1.83
1.99
3-hr
(0.531-0.637)
(0.641-0.770)
(0.798-0.959)
(0.918-1.10)
(1.08-1.30)
1 (1.20-1.45)
1 (1.32-1.61) 11
(1.44-1.77)
1 (1.60-1.99)
1 (1.72-2.17)
0.350
0.422
0.526
0.609
0.721
0.810
0.901
0.995
1.13
1.23
6-hr
(0.321-0.384)
(0.387-0.463)
(0.482-0.577)
(0.556-0.666)
(0.654-0.786)
(0.730-0.882)
(0.806-0.980)
(0.882-1.08)
(0.984-1.22)
(1.06-1.34)
12-hr
0.189-0 225
0.228-0 273
0.285-0.341
0.330-0.396
0.391---0 471
0.439-0 531
0.487---0 594
0.535-0 660
0.601---0753
0.653-0 829
0.122
0.147
0.184
0.214
0.255
0.288
0.322
0.357
0.406
0.445
24-hr
(0.113-0.132)
(0.136-0.159)
(0.171-0.200)
(0.198-0.232)
(0.235-0.276)
(0.264-0.311)
(0.295-0.348)
(0.326-0.387)
(0.368-0.440)
(0.402-0.483)
0.072
0.086
0.108
0.125
0.148
0.166
0.185
0.205
0.233
0.255
2iiay
(0.066-0.077)
(0.080-0.093)
(0.100-0.117)
(0.115-0.135)
(0.136-0.160)
(0.153-0.180)
(0.170-0.201)
(0.187-0.223)
(0.211-0.253)
(0.230-0.277)
0.051
0.061
0.075
0.087
0.103
0.116
0.129
0.143
0.162
0.177
3�iay
(0.047-0.055)
(0.057-0.066)
(0.070-0.082)
(0.081-0.094)
(0.095-0.111)
(0.107-0.125)
( 0.118-0.140)
( 0.130-0.154)
( 0.147-0.175)
( 0.160-0.192)
0.040
0.048
0.059
0.068
0.081
0.091
0.101
0.111
0.126
0.138
aiiay
(0.037-0.043)
(0.045-0.052)
(0.055-0.064)
(0.063-0.074)
(0.075-0.087)
(0.083-0.098)
(0.093-0.109)
(0.102-0.120)
(0.115-0.137)
(0.125-0.150)
7iiay
0.025-0 028
0. 30-0 034
0. 36-0 041
0.041- 047
0.048-0 055
0.054-0 062
0.059-0 069
0. 65-0 076
0.073-0 086
0.079-0 094
0.021
0.025
0.030
0.034
0.040
0.044
0.049
0.053
0.059
0.064
10-day
(0.020-0.023)
(0.024-0.027)
(0.028-0.033)
(0.032-0.037)
(0.037-0.043)
(0.041-0.047)
(0.045-0.052)
(0.049-0.057)
(0.054-0.063)
(0.059-0.069)
0.014
0.017
0.020
0.022
0.025
0.028
0.031
0.033
0.037
0.040
20-day
(0.013-0.015)
(0.016-0.018)
(0.019-0.021)
(0.021-0.024)
(0.024-0.027)
(0.026-0.030)
(0.029-0.033)
(0.031-0.035)
(0.034-0.039)
(0.037-0.042)
0.012
0. 114
0.016
0.018
0. 220
0.022
0.023
0. 225
0.027
0.029
30-day
(0.011-0.012)
(0.013-0.014)
(0.015-0.017)
(0.017-0.019)
(0.019-0.021)
(0.020-0.023)
(0.022-0.025)
(0.024-0.027)
(0.026-0.029)
(0.027-0.031)
0.010
0. 111
0.013
0.014
0. 116
0.017
0.018
0. 220
0.021
0.022
45-day
(0.009-0.010)
(0.011-0.012)
(0.012-0.014)
(0.014-0.015)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.019-0.021)
(0.020-0.022)
(0.021-0.024)
60-day
0. 08-0 009
0.010-0 011
0.01100.012
0.01 -0 013
0.013-0 015
0.014-0 016
0.015-0 017
0.016-0 018
0.017--0 019
0.018-0 020
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsctpfds/pfds_printpage.html?lat=35.0600&Ion=-80.698O&data=intensity&units=english&series=pds 1/4

4/15/22, 11:33 AM Precipitation Frequency Data Server
PDS-based intensity -duration -frequency (IDF) curves
Latitude: 35.06001, Longitude:-80.69801
100.000
° 0.100
CL
a 0.010
T I I I I I I I I
--- --- -
0.001
•
E
t t
s t
t
Ap
i
i
,�y
O
O
'i
11
Duration
0.100
9-
a 0.010
---- -- -- --------- ---- - --- .------. - ......
0.001 1 I I I I I I I I
1 2 5 10 25 50 100 200 500 1000
Average (recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Fri Apr 15 15:34:38 2022
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{years}
— 1
2
— 5
— 1a
25
50
100
200
500
1000
Duration
— 5-min —
2-day
— 10-min —
3-day
15-min —
4-day
— 30-min —
7-day
— 60-min —
10-day
— 2-hr —
20-day
— 3-hr —
30-day
— 6-hr —
45-day
— 12-hr —
60-day
— 24^hr
https://hdsc.nws.noaa.gov/hdsctpfds/pfds_printpage.html?lat=35.0600&Ion=-80.698O&data=intensity&units=english&series=pds 2/4

4/15/22, 11:33 AM
Precipitation Frequency Data Server
4
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3km
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Large scale terrain
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4/15/22, 11:33 AM
Precipitation Frequency Data Server
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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
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Appendices
Table 8.03e Runoff curve numbers of urban areas'
Curve number for
---------------------------------------Cover Description----------------------------------hydrollogic soil group--------
Cover type and hydrologic condition Average percent A F
B C D
impervious area
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries,
Poor condition (grass cover < 50%) .................
Fair condition (grass cover 50% to 75%) ..........
Good condition (grass cover > 75%) ................
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way) ...................................
Streets and roads:
Paved; curbs and storm sewers (excluding
right -of -way) ......................................................
Paved; open ditches (including right-of-way) ....
Gravel (including right-of-way) ..........................
Dirt (including right-of-way) ...............................
Urban districts:
Commercial and business ....................................
Industrial...............................................................
Residential districts by average lot size:
1/8 acre or less (town houses) .............................
1/4 acre.................................................................
1/3 acre.................................................................
1/2 acre.................................................................
1 acre....................................................................
2 acres..................................................................
Developing urban areas
Newly graded areas
(pervious areas only, no vegetation) 4 ...................
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
3•
98
98
98
98
83
89
92
93
76
85
89
91
72
82
87
89
85
89
92
94
95
72
81
88
91
93
65
77
85
90
92
38
61
75
83
87
30
57
72
81
86
25
54
70
80
85
20
51
68
79
84
12
46
165 1
77
82
77
86
91
94
1. Average runoff condition, and la = 0.2S.
2. The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious
areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent
to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using Figure 8.03c or 8.03d.
3. CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type.
4. Composite CN's to use for the design of temporary measures during grading and construction should be computed using Figure 8.03c
or 8.03d based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas.
Rev. 6ro6 8.03.17

Appendices
Table 8.03g Runoff curve numbers for other agriculture lands'
---------------------------Cover description -------------------------------
HydrologicCover type conditions'
Curve numbers for
--------------hydrologic soil groups
A B C
-----------
D
Pasture, grassland, or range—
Poor
68
79
86
89
continuous forage for grazing. 2
Fair
49
69
79
84
Good
39
61
74
80
Meadow —continuous grass, protected
—
30
58
71
78
from grazing and generally mowed for
hay.
Brush —brush -weed -grass mixture with
Poor
48
67
77
83
brush the major element.'
Fair
35
56
70
77
Good
304
48
65
73
Woods —grass combination (orchard or
Poor
57
73
82
86
tree farm). 5
Fair
43
65
76
82
Good
32
58
72
79
Woods .6
Poor
45
66
77
83
Fair
36
60
73
79
Good 304
55
70
77
Farmsteads —buildings, lanes,
—
59
74
82
86
driveways, and surrounding lots.
1 Average runoff condition, and la= 0.2S.
2 Poor. <50% ground cover or heavily grazed with no mulch.
Fair: 50 to 75% ground cover and not heavily grazed.
Good: > 75% ground cover and lightly or only occasionally grazed.
3 Poor. <50% ground cover.
Fair: 50 to 75% ground cover.
Good: >75% ground cover.
4 Actual curve number is less than 30; use CN = 30 for runoff computations.
5 CN's shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of
conditions may be computed from the CN's for woods and pasture.
6 Poor. Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but not burned, and some forest litter covers the soil.
Good: Woods are protected from grazing, and litter and brush adequately cover the soil.
Rev. 6ro6 8.03.19

Patrick Place
Stormwater Management Report
6143-C-NC
May 24, 2022
Appendix B
Pre -Development Drainage Area Map
Post -Development Drainage Area Map
Water Quality Volume (WQv) and Peak Flow Calculations (I-inchrainfall)
Stormwater Hydrographs (1-yr, 2-yr, 10-yr, 25-yr, 50-yr, and 100-yr 24-hr)

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V
4

Wet Detention Pond EN G I NEE RL N G
PROJECT: Patrick Place CLIENT: Dean Harrell
PROD. #: 6143 DATE: 4/15/2022 2013A Van Buren Avenue
PHASE: POND A DESIGN BY: SAP Indian Trail, NC 28079
Wet Detention Pond - NCDEQ BMP Manual
Calculate Water Quality Volume
Water Quality Volume (WQV) based upon the
first inch of rainfall.
Drainage Area (A) = 686,122 Ft 15.75 ac
New Impervious Area = 464,541 Ft 10.66 ac
Impervious Fraction (IA) = 0.68 68 %
Rv = 0.05+0.9(IA) = 0.66 Runoff Coefficient
Water Quality Volume Required (WQV) = 37,699 ft 3
Where: WQV = 3630 * Rp * Rv * A
Rainfall Depth (RD) = 1.0 in.
Runoff Coefficient (Rv) = 0.66 unitless
Watershed Area (A) = 15.75 ac.
WQV Elev. = 694.25
WQV provided = �ft3 OK
Permanent Pool Average Deptl
da = [Vperm_pool] / [Aperi
Area at bottom of shelf =
Area at perm. Pool =
Area at bottom of pond =
Depth to bottom of shelf =
Volume of perm. Pool=
Percent Impervious Cover =
SA/DA Ratio =
Surface Area Req'd (SA) _
Surface Area Provided =
Average Length =
Average Width =
Length to Width Ratio =
WQV Volume Calculation
692
14,958
0
0
693
18,455
16,707
16,707
694
20,681
19,568
36,275
694.25
21,252
5,242
41,516
Length, Width (Area), Depth, Geometry
i (dj F 5.1
I_pool]
12,196 Abot shelf (ftz)
12,196 Aperm_pool (ftz)
6,763 Abot_pond (ft2)
ft 5.0 ft. (rounded down)
Main Pool Volume Calculation
Contour
Area
Volume
Net Vol
685
5,994
0
0
686
6,763
6,379
6,379
687
7,576
7,170
13,548
688
8,431
1 8,004
21,552
689
9,327
8,879
30,431
690
10,255
9,791
40,222
691
11,212
10,734
50,955
692
12,196
11,704
1 62,659
6.00
Depth (ft)
62,659
ft 3
68
%
1.73
%
11,862
ftz
ftz
135
ft
35
ft
3.9
:1
-based on assumed bottom, add 1'to design pond bottom to provide
add'I sediment ctoraae
SA/DA Ration for Perm. Pool Sizing
% Imp.
Cover
Perm. Pool
Avg Depth (ft)
4.5
5.0
5.5
60
70
80
Values trom Table: 1
(NCDEQ Stormwater Design Manual - Section
C-3)
Region: Piedmont
Efficiency: 90 %
EEI Project No. 6700
Wet Detention Pond
Page 1

WQV Outlet Device
Orifice diameter= 2.5 in.
Orifice inv. Elev. = 692.00
Orifice Equation: Q = Cp A (2g(Ho/3))o.s
2-day Avg Discharge (Q2J =
0.2403
cfs (max.)
Days to Discharge WQV 3.46
5-day Avg Discharge (Qv) =
0.0961
cfs (min.)
OK
Average Discharge (Q) =
-cfs (provided)
Discharge Coefficient (CD) =
0.60
Ho = Driving Head (ft), measured from the centroid
X-sect area of orifice (A) =
0.0341
ft2
of the orifice area to the water surface
Accel. due to gravity (g) =
32.2
ft/seC
Avg. driving head (Ho) =
0.7153
ft
Note: Use Ho/3 to compute drawdown to
reflect the fact that head is decreasing as
drawdown occurs
Forebay Vol. Required(min.): 9,399 ft3 (15% main pool)
Approx. Area Required: 2,350 ftZ
Vol. Provided: 9,693 ft3 OK
Area Provided: 2,762 ftz OK
Design Percentage of Main Pond 15% OK
(15-20% Req'd)
The area and volume values shown above are
the sum of all forebays for this pond.
EEI Project No. 6700
Wet Detention Pond
Forebay Volume Calculation
Contour
Area
Volume
Net Vol
686
606
0
0
687
906
756
756
688
1230
1,068
1,824
689
1578
1,404
3,228
690
1950
1,764
4,992
691
2345
2,148
7,140
692
2762
2,554
9,693
Page 2

EN61NEERING
#
2413-A. Van Buren .Avenue
Indian Trail. NG 28079
(704.) 882-4222
Riser Buoyancy Calculations - Wet Pond A
Project Name: PATRICK PLACE
Project No.: 6143
BMP Description: Wet Pond -A
1 ft. Spillway Height
698 ft. Spillway Elev.
Riser Width:
60 in
Riser Thickness:
6 in 697 ft. Riser Weir
Barrel Size:
24 in
Top of Basin:
699.00 ft.
Bottom of Basin
692 ft. 5 ft.
Riser Weir:
697.00 ft.
Spillway Height from top of Basin:
1 ft.
692 ft. Bottom of Basin
Unit wt. of H201 62.4 ft3
Volume of Riserl 175 1 ft3
Wt. of H2O displaced in riserl 10,920 Ibs
Unit Wt. of concrete (pcf) 150 Ibs/ft3
Volume of concrete in riser 33.25 ft3
Wt. of concrete riser 4,988 Ibs
Total Buoyancy Force to displace 15,908 Ibs
Concrete Base Required to Stabilize Riser:
Concrete Pad Thinckness 24 in.
Concrete Pad Width/length 8 ft
Volume of concrete pad 128.00 ft3
Wt. of H2O displaced = 7,987 Ibs
Wt. of concrete pad 19,200 Ibs
Factor of Safety: 1 1.207 1OK
Factor of safety should be greater than 1.10
60 in. RISER
Ballast Pad
699 ft. Top of Basin
24 in. RCP
Wt. of H2O displaced in riser + Wt. of concrete riser
60 in. RISER
Ballast Pad
—� 24 in.
—
8 ft.
Ballast Pad Dimensions: 8 ft. X 8 ft. X 24 in.

Hydraflow Table of Contents
6143_Wet Pond Hydrographs.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 -Year
SummaryReport.........................................................................................................................
3
HydrographReports...................................................................................................................
4
Hydrograph No. 1, SCS Runoff, PRE-DEV A..........................................................................
4
TR-55 Tc Worksheet...........................................................................................................
5
Hydrograph No. 2, SCS Runoff, POST-DEV A........................................................................
6
Hydrograph No. 3, Reservoir, WET POND A..........................................................................
7
Pond Report - WET POND A..............................................................................................
8
Hydrograph No. 4, SCS Runoff, POST-DEV A BYPASS.........................................................
9
TR-55 Tc Worksheet.........................................................................................................
10
Hydrograph No. 5, Combine, POST-DEV A TOTAL..............................................................
11
2 - Year
SummaryReport....................................................................................................................... 12
HydrographReports................................................................................................................. 13
Hydrograph No. 1, SCS Runoff, PRE-DEV A........................................................................ 13
Hydrograph No. 2, SCS Runoff, POST-DEV A...................................................................... 14
Hydrograph No. 3, Reservoir, WET POND A........................................................................ 15
Hydrograph No. 4, SCS Runoff, POST-DEV A BYPASS ....................................................... 16
Hydrograph No. 5, Combine, POST-DEV A TOTAL.............................................................. 17
10 - Year
SummaryReport....................................................................................................................... 18
HydrographReports................................................................................................................. 19
Hydrograph No. 1, SCS Runoff, PRE-DEV A........................................................................ 19
Hydrograph No. 2, SCS Runoff, POST-DEV A...................................................................... 20
Hydrograph No. 3, Reservoir, WET POND A........................................................................ 21
Hydrograph No. 4, SCS Runoff, POST-DEV A BYPASS ....................................................... 22
Hydrograph No. 5, Combine, POST-DEV A TOTAL.............................................................. 23
25 - Year
SummaryReport....................................................................................................................... 24
HydrographReports................................................................................................................. 25
Hydrograph No. 1, SCS Runoff, PRE-DEV A........................................................................ 25
Hydrograph No. 2, SCS Runoff, POST-DEV A...................................................................... 26
Hydrograph No. 3, Reservoir, WET POND A........................................................................ 27
Hydrograph No. 4, SCS Runoff, POST-DEV A BYPASS ....................................................... 28
Hydrograph No. 5, Combine, POST-DEV A TOTAL.............................................................. 29
50 - Year
SummaryReport....................................................................................................................... 30
HydrographReports................................................................................................................. 31
Hydrograph No. 1, SCS Runoff, PRE-DEV A........................................................................ 31
Hydrograph No. 2, SCS Runoff, POST-DEV A...................................................................... 32

Contents continued...
6143_Wet Pond Hydrographs.gpw
Hydrograph No. 3, Reservoir, WET POND A........................................................................ 33
Hydrograph No. 4, SCS Runoff, POST-DEV A BYPASS ....................................................... 34
Hydrograph No. 5, Combine, POST-DEV A TOTAL.............................................................. 35
100 - Year
SummaryReport....................................................................................................................... 36
HydrographReports................................................................................................................. 37
Hydrograph No. 1, SCS Runoff, PRE-DEV A........................................................................ 37
Hydrograph No. 2, SCS Runoff, POST-DEV A...................................................................... 38
Hydrograph No. 3, Reservoir, WET POND A........................................................................ 39
Hydrograph No. 4, SCS Runoff, POST-DEV A BYPASS ....................................................... 40
Hydrograph No. 5, Combine, POST-DEV A TOTAL.............................................................. 41
OFReport.................................................................................................................. 42

Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk® Civil 3D® by Autodesk, Inc. v2022
1 2
4
5
Project: 6143_Wet Pond Hydrographs.gpw Wednesday, 05 / 25 / 2022

Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
16.98
26.08
-------
-------
54.20
72.76
88.15
104.40
PRE-DEV A
2
SCS Runoff
------
42.17
55.56
-------
-------
92.32
114.59
132.49
151.00
POST-DEV A
3
Reservoir
2
2.135
6.022
-------
-------
27.15
44.26
67.68
79.36
WET POND A
4
SCS Runoff
------
2.597
4.499
-------
-------
10.61
14.74
18.30
22.11
POST-DEV A BYPASS
5
Combine
3,4
2.834
9.378
-------
-------
37.07
59.00
85.90
101.29
POST-DEV A TOTAL
Proj. file: 6143_Wet Pond Hydrographs.gpw
Wednesday, 05 / 25 / 2022

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3DObyAutodesk,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
16.98
2
726
57,764
------
------
------
PRE-DEV A
2
SCS Runoff
42.17
2
716
85,445
------
------
------
POST-DEV A
3
Reservoir
2.135
2
782
82,043
2
694.62
49,731
WET POND A
4
SCS Runoff
2.597
2
722
8,029
------
------
------
POST-DEV A BYPASS
5
Combine
2.834
2
722
90,071
3,4
------
------
POST-DEV A TOTAL
6143_Wet Pond Hydrographs.gpw
Return Period: 1 Year
Wednesday, 05 / 25 / 2022

Hydrograph
Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
PRE-DEV A
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 19.680 ac
Basin Slope = 0.0 %
Tc method = TR55
Total precip. = 2.92 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Wednesday, 05 /
= 16.98 cfs
= 12.10 hrs
= 57,764 cuft
= 73*
= 0 ft
= 19.60 min
= Type II
= 484
25 / 2022
Composite (Area/CN) _ [(4.750 x 55) + (0.900 x 98) + (1.190 x 61) + (12.840 x 79)] / 19.680
PRE-DEV A
Q (Cfs) Hyd. No. 1 -- 1 Year
Q (Cfs)
18.00
18.00
15.00
15.00
12.00
12.00
9.00
9.00
6.00
6.00
3.00
0.00
0 2 4 6 8 10 12 14
Hyd No. 1
3.00
- 0.00
16 18 20 22 24 26
Time (hrs)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
PRE-DEV A
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.52
0.00
0.00
Land slope (%)
= 3.60
0.00
0.00
Travel Time (min)
= 17.78 +
0.00 +
0.00 =
17.78
Shallow Concentrated Flow
Flow length (ft)
= 355.00
0.00
0.00
Watercourse slope (%)
= 4.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.23
0.00
0.00
Travel Time (min)
= 1.83 +
0.00 +
0.00 =
1.83
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.000
0.000
0.000
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
19.60 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 2
POST-DEV A
Hydrograph type
= SCS Runoff
Peak discharge
= 42.17 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 85,445 cuft
Drainage area
= 15.750 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(10.660 x 98) + (5.090 x 61)] / 15.750
Q (cfs)
50.00
40.00
30.00
10.00
0.00 ' '
0 2 4
Hyd No. 2
POST-DEV A
Hyd. No. 2 -- 1 Year
6 8 10 12 14
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
16 18 20 22 24
Time (hrs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 3
WET POND A
Hydrograph type
= Reservoir
Peak discharge
= 2.135 cfs
Storm frequency
= 1 yrs
Time to peak
= 13.03 hrs
Time interval
= 2 min
Hyd. volume
= 82,043 cuft
Inflow hyd. No.
= 2 - POST-DEV A
Max. Elevation
= 694.62 ft
Reservoir name
= WET POND A
Max. Storage
= 49,731 cuft
Storage Indication method used.
Q (cfs)
50.00
30.00
20.00
10.00
e
WET POND A
Hyd. No. 3 -- 1 Year
10 20 30 40
Hyd No. 3 Hyd No. 2
50 60 70 80 90
Total storage used = 49,731 cuft
Q (cfs)
50.00
Ee le
30.00
20.00
10.00
1 0.00
100
Time (hrs)

Pond Report
0
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Pond No. 1 - WET POND A
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 692.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00
692.00
1.00
693.00
2.00
694.00
2.25
694.25
3.00
695.00
4.00
696.00
5.00
697.00
6.00
698.00
7.00
699.00
Culvert / Orifice Structures
[A]
Rise (in)
= 30.00
Span (in)
= 30.00
No. Barrels
= 1
Invert El. (ft)
= 685.00
Length (ft)
= 58.30
Slope (%)
= 0.50
N-Value
= .013
Orifice Coeff.
= 0.60
Multi -Stage
= n/a
Wednesday, 05 / 25 / 2022
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
14,958
0
0
18,455
16,674
16,674
20,681
19,555
36,230
21,252
5,241
41,471
23,443
16,752
58,223
24,366
23,901
82,124
25,298
24,828
106,952
26,239
25,764
132,716
27,189
26,710
159,426
Weir Structures
[B] [C] [PrfRsr]
[A] [B] [C] [D]
2.50
0.00
0.00
Crest Len (ft)
= 10.00
2.50
20.00
0.00
2.50
0.00
0.00
Crest El. (ft)
= 697.00
694.25
698.00
0.00
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
692.00
0.00
0.00
Weir Type
= 1
Rect
Ciplti
---
0.00
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
0.00
0.00
n/a
.013
.013
n/a
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
0.00
0
692.00
0.00
0.00 ---
--- 0.00
0.00
0.00
--- --- --- 0.000
1.00
16,674
693.00
56.67 is
0.16 is ---
--- 0.00
0.00
0.00
--- --- --- 0.155
2.00
36,230
694.00
56.67 is
0.23 is ---
--- 0.00
0.00
0.00
--- --- --- 0.226
2.25
41,471
694.25
56.67 is
0.24 is ---
--- 0.00
0.00
0.00
--- --- --- 0.240
3.00
58,223
695.00
56.67 is
0.28 is ---
--- 0.00
5.41
0.00
--- --- --- 5.687
4.00
82,124
696.00
56.67 is
0.32 is ---
--- 0.00
19.27
0.00
--- --- --- 19.60
5.00
106,952
697.00
56.67 is
0.36 is ---
--- 0.00
37.96
0.00
--- --- --- 38.33
6.00
132,716
698.00
76.93 is
0.18 is ---
--- 33.30
43.45 s
0.00
--- --- --- 76.93
7.00
159,426
699.00
83.49 is
0.09 is ---
--- 50.21 s
33.19 s
66.60
--- --- --- 150.09

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 4
POST-DEV A BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 2.597 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 8,029 cuft
Drainage area
= 3.930 ac
Curve number
= 67*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.00 min
Total precip.
= 2.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(3.270 x 61) + (0.660 x 98)] / 3.930
Q (cfs)
3.00
2.00
1.00
0.00
0 2 4
Hyd No. 4
POST-DEV A BYPASS
Hyd. No. 4 -- 1 Year
6 8 10 12 14 16 18 20 22 24
Q (cfs)
3.00
2.00
1.00
1 0.00
26
Time (hrs)

10
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 4
POST-DEV A BYPASS
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 35.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.52
0.00
0.00
Land slope (%)
= 1.00
0.00
0.00
Travel Time (min)
= 5.32 +
0.00 +
0.00 =
5.32
Shallow Concentrated Flow
Flow length (ft)
= 45.00
0.00
0.00
Watercourse slope (%)
= 1.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.61
0.00
0.00
Travel Time (min)
= 0.46 +
0.00 +
0.00 =
0.46
Channel Flow
X sectional flow area (sqft)
= 5.00
0.00
0.00
Wetted perimeter (ft)
= 16.30
0.00
0.00
Channel slope (%)
= 1.40
0.00
0.00
Manning's n-value
= 0.026
0.015
0.015
Velocity (ft/s)
=3.07
0.00
0.00
Flow length (ft)
({0})1150.0
0.0
0.0
Travel Time (min)
= 6.24 +
0.00 +
0.00 =
6.24
Total Travel Time, Tc..............................................................................
12.00 min

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 05 / 25 / 2022
Hyd. No. 5
POST-DEV A TOTAL
Hydrograph type = Combine Peak discharge = 2.834 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 90,071 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 3.930 ac
Q (cfs)
3.00
2.00
1.00
0.00
0 10
Hyd No. 5
POST-DEV A TOTAL
Hyd. No. 5 -- 1 Year
20 30 40 50 60
Hyd No. 3 Hyd No. 4
70 80 90
Q (cfs)
3.00
2.00
1.00
1 0.00
100
Time (hrs)

Hydrograph Summary Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 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
26.08
2
726
85,232
------
------
------
PRE-DEV A
2
SCS Runoff
55.56
2
716
113,419
------
------
------
POST-DEV A
3
Reservoir
6.022
2
740
109,954
2
695.03
58,938
WET POND A
4
SCS Runoff
4.499
2
722
12,672
------
------
------
POST-DEV A BYPASS
5
Combine
9.378
2
724
122,626
3,4
------
------
POST-DEV A TOTAL
6143_Wet Pond Hydrographs.gpw
Return Period: 2 Year
Wednesday, 05 / 25 / 2022

Hydrograph
Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
PRE-DEV A
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 2 min
Drainage area = 19.680 ac
Basin Slope = 0.0 %
Tc method = TR55
Total precip. = 3.52 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Wednesday, 05 /
= 26.08 cfs
= 12.10 hrs
= 85,232 cuft
= 73*
= 0 ft
= 19.60 min
= Type II
= 484
25 / 2022
Composite (Area/CN) _ [(4.750 x 55) + (0.900 x 98) + (1.190 x 61) + (12.840 x 79)] / 19.680
PRE-DEV A
Q (Cfs) Hyd. No. 1 -- 2 Year
Q (Cfs)
28.00
24.00
28.00
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 2 4 6 8 10 12 14
— Hyd No. 1
- 0.00
16 18 20 22 24 26
Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 2
POST-DEV A
Hydrograph type
= SCS Runoff
Peak discharge
= 55.56 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 113,419 cuft
Drainage area
= 15.750 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(10.660 x 98) + (5.090 x 61)] / 15.750
Q (Cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0 2 4
— Hyd No. 2
POST-DEV A
Hyd. No. 2 -- 2 Year
6 8 10 12 14
Q (Cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
16 18 20 22 24
Time (hrs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 3
WET POND A
Hydrograph type
= Reservoir
Peak discharge
= 6.022 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 109,954 cuft
Inflow hyd. No.
= 2 - POST-DEV A
Max. Elevation
= 695.03 ft
Reservoir name
= WET POND A
Max. Storage
= 58,938 cuft
Storage Indication method used.
WET POND A
Q (cfs) Hyd. No. 3 -- 2 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 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 3 Hyd No. 2 Total storage used = 58,938 cuft

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 4
POST-DEV A BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 4.499 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 12,672 cuft
Drainage area
= 3.930 ac
Curve number
= 67*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.00 min
Total precip.
= 3.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(3.270 x 61) + (0.660 x 98)] / 3.930
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 2 4
Hyd No. 4
6 8
POST-DEV A BYPASS
Hyd. No. 4 -- 2 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 5
POST-DEV A TOTAL
Hydrograph type
= Combine
Peak discharge
= 9.378 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 122,626 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 3.930 ac
POST-DEV A TOTAL
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

Hydrograph Summary Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 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
54.20
2
724
170,791
------
------
------
PRE-DEV A
2
SCS Runoff
92.32
2
716
192,843
------
------
------
POST-DEV A
3
Reservoir
27.15
2
724
189,269
2
696.43
92,815
WET POND A
4
SCS Runoff
10.61
2
722
27,970
------
------
------
POST-DEV A BYPASS
5
Combine
37.07
2
722
217,239
3,4
------
------
POST-DEV A TOTAL
6143_Wet Pond Hydrographs.gpw
Return Period: 10 Year
Wednesday, 05 / 25 / 2022

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 1
PRE-DEV A
Hydrograph type
= SCS Runoff
Peak discharge
= 54.20 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 170,791 cuft
Drainage area
= 19.680 ac
Curve number
= 73*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.60 min
Total precip.
= 5.14 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.750 x 55) + (0.900 x 98) + (1.190 x 61) + (12.840 x 79)] / 19.680
Q (Cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
— Hyd No. 1
6 8
PRE-DEV A
Hyd. No. 1 -- 10 Year
Q (Cfs)
60.00
50.00
40.00
30.00
20.00
10.00
-W-- ' ' ' ' ' ' 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
POST-DEV A
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 15.750 ac
Basin Slope = 0.0 %
Tc method = User
Total precip. = 5.14 in
Storm duration = 24 hrs
Peak discharge =
Time to peak =
Hyd. volume =
Curve number =
Hydraulic length =
Time of conc. (Tc) =
Distribution =
Shape factor =
Wednesday, 05 / 25
92.32 cfs
11.93 hrs
192,843 cuft
86*
0 ft
5.00 min
Type II
484
/ 2022
Composite (Area/CN) _ [(10.660 x 98) + (5.090 x 61)] / 15.750
POST-DEV A
Q (cfs) Hyd. No. 2 -- 10 Year
100.00
Q (cfs)
100.00
90.00
90.00
80.00
80.00
70.00
70.00
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
100,
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0
Hyd No. 2
14.0 16.0 18.0
20.0 22.0
Time
0.00
(hrs)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 3
WET POND A
Hydrograph type
= Reservoir
Peak discharge
= 27.15 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 189,269 cuft
Inflow hyd. No.
= 2 - POST-DEV A
Max. Elevation
= 696.43 ft
Reservoir name
= WET POND A
Max. Storage
= 92,815 cuft
Storage Indication method used.
Q (cfs)
100.00
90.00
70.00
60.00
50.00
40.00
30.00
WET POND A
Hyd. No. 3 -- 10 Year
Q (cfs)
100.00
90.00
70.00
60.00
50.00
40.00
30.00

22
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 /
25 / 2022
Hyd. No. 4
POST-DEV A BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 10.61 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 27,970 cuft
Drainage area
= 3.930 ac
Curve number
= 67*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.00 min
Total precip.
= 5.14 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(3.270 x 61) + (0.660 x 98)] / 3.930
POST-DEV A BYPASS
Q (Cfs)
Hyd. No. 4 -- 10 Year
Q (Cfs)
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
- 0.00
0 2 4 6 8 10 12 14 16 18 20 22
24 26
Hyd No. 4
Time (hrs)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 5
POST-DEV A TOTAL
Hydrograph type
= Combine
Peak discharge
= 37.07 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 217,239 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 3.930 ac
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 5
POST-DEV A TOTAL
Hyd. No. 5 -- 10 Year
6 8 10
Hyd No. 3
12 14 16
Hyd No. 4
18 20 22 24
Q (cfs)
40.00
30.00
20.00
10.00
---* 0.00
26
Time (hrs)

Hydrograph Summary Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 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
72.76
2
724
227,775
------
------
------
PRE-DEV A
2
SCS Runoff
114.59
2
716
242,459
------
------
------
POST-DEV A
3
Reservoir
44.26
2
722
238,843
2
697.17
111,299
WET POND A
4
SCS Runoff
14.74
2
722
38,559
------
------
------
POST-DEV A BYPASS
5
Combine
59.00
2
722
277,401
3,4
------
------
POST-DEV A TOTAL
6143_Wet Pond Hydrographs.gpw
Return Period: 25 Year
Wednesday, 05 / 25 / 2022

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 1
PRE-DEV A
Hydrograph type
= SCS Runoff
Peak discharge
= 72.76 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 227,775 cuft
Drainage area
= 19.680 ac
Curve number
= 73*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.60 min
Total precip.
= 6.12 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.750 x 55) + (0.900 x 98) + (1.190 x 61) + (12.840 x 79)] / 19.680
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
PRE-DEV A
Hyd. No. 1 -- 25 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph
Report
26
Hydraflow Hydrographs Extension
Hyd. No. 2
POST-DEV A
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
for Autodesk® Civil 3D® by Autodesk, Inc. v2022
= SCS Runoff
= 25 yrs
= 2 min
= 15.750 ac
= 0.0 %
= User
= 6.12 in
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Wednesday, 05 / 25
= 114.59 cfs
= 11.93 hrs
= 242,459 cuft
= 86*
= 0 ft
= 5.00 min
= Type II
= 484
/ 2022
Composite (Area/CN) _ [(10.660 x 98) + (5.090 x 61)] / 15.750
POST-DEV A
Q (Cfs) Hyd. No. 2 -- 25 Year
Q (Cfs)
120.00
120.00
100.00
100.00
80.00
80.00
60.00
60.00
40.00
40.00
20.00
20.00
0.00
0.0 2.0
— Hyd No.
4.0 6.0 8.0 10.0
2
12.0 14.0 16.0
18.0 20.0
Time
0.00
(hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 3
WET POND A
Hydrograph type
= Reservoir
Peak discharge
= 44.26 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.03 hrs
Time interval
- 2 min
Hyd. volume
= 238,843 cuft
Inflow hyd. No.
- 2 - POST-DEV A
Max. Elevation
= 697.17 ft
Reservoir name
= WET POND A
Max. Storage
= 111,299 cuft
Storage Indication method used.
WET POND A
Q (Cfs) Hyd. No. 3 -- 25 Year Q (Cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 3 — Hyd No. 2 Total storage used = 111,299 Cuft

28
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 /
25 / 2022
Hyd. No. 4
POST-DEV A BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 14.74 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 38,559 cuft
Drainage area
= 3.930 ac
Curve number
= 67*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.00 min
Total precip.
= 6.12 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(3.270 x 61) + (0.660 x 98)] / 3.930
POST-DEV A BYPASS
Q (Cfs)
Hyd. No. 4 -- 25 Year
Q (Cfs)
15.00
15.00
12.00
12.00
9.00
9.00
6.00
6.00
3.00
3.00
0.00
- 0.00
0 2 4 6 8 10 12 14 16 18 20 22
24 26
Hyd No. 4
Time (hrs)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 5
POST-DEV A TOTAL
Hydrograph type
= Combine
Peak discharge
= 59.00 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 277,401 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 3.930 ac
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 '
0 2 4
Hyd No. 5
POST-DEV A TOTAL
Hyd. No. 5 -- 25 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 4

Hydrograph Summary Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 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
88.15
2
724
275,595
------
------
------
PRE-DEV A
2
SCS Runoff
132.49
2
716
282,961
------
------
------
POST-DEV A
3
Reservoir
67.68
2
722
279,317
2
697.62
123,038
WET POND A
4
SCS Runoff
18.30
2
720
47,598
------
------
------
POST-DEV A BYPASS
5
Combine
85.90
2
722
326,915
3,4
------
------
POST-DEV A TOTAL
6143_Wet Pond Hydrographs.gpw
Return Period: 50 Year
Wednesday, 05 / 25 / 2022

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 1
PRE-DEV A
Hydrograph type
= SCS Runoff
Peak discharge
= 88.15 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 275,595 cuft
Drainage area
= 19.680 ac
Curve number
= 73*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.60 min
Total precip.
= 6.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.750 x 55) + (0.900 x 98) + (1.190 x 61) + (12.840 x 79)] / 19.680
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
PRE-DEV A
Hyd. No. 1 -- 50 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 2
POST-DEV A
Hydrograph type
= SCS Runoff
Peak discharge
= 132.49 cfs
Storm frequency
= 50 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 282,961 cuft
Drainage area
= 15.750 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(10.660 x 98) + (5.090 x 61)] / 15.750
Q (Cfs)
140.00
120.00
100.00
•• ••
Q (Cfs)
140.00
120.00
100.00
•• ••
40.00
20.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
— Hyd No. 2 Time (hrs)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 3
WET POND A
Hydrograph type
= Reservoir
Peak discharge
= 67.68 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 279,317 cuft
Inflow hyd. No.
= 2 - POST-DEV A
Max. Elevation
= 697.62 ft
Reservoir name
= WET POND A
Max. Storage
= 123,038 cuft
Storage Indication method used.
WET POND A

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 4
POST-DEV A BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 18.30 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 47,598 cuft
Drainage area
= 3.930 ac
Curve number
= 67*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.00 min
Total precip.
= 6.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(3.270 x 61) + (0.660 x 98)] / 3.930
Q (Cfs)
21.00
18.00
15.00
12.00
• ee
3.00
0.00 ' ' 1
0 2 4
— Hyd No. 4
i
POST-DEV A BYPASS
Hyd. No. 4 -- 50 Year
Q (Cfs)
21.00
18.00
15.00
12.00
3.00
J- ' ' ' I I I M I '- 0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 5
POST-DEV A TOTAL
Hydrograph type
= Combine
Peak discharge
= 85.90 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 326,915 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 3.930 ac
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. 5
POST-DEV A TOTAL
Hyd. No. 5 -- 50 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

Hydrograph Summary Report
36
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 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
104.40
2
724
326,578
------
------
------
PRE-DEV A
2
SCS Runoff
151.00
2
716
325,343
------
------
------
POST-DEV A
3
Reservoir
79.36
2
722
321,676
2
698.07
134,627
WET POND A
4
SCS Runoff
22.11
2
720
57,350
------
------
------
POST-DEV A BYPASS
5
Combine
101.29
2
722
379,025
3,4
------
------
POST-DEV A TOTAL
6143_Wet Pond Hydrographs.gpw
Return Period: 100 Year
Wednesday, 05 / 25 / 2022

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 1
PRE-DEV A
Hydrograph type
= SCS Runoff
Peak discharge
= 104.40 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 326,578 cuft
Drainage area
= 19.680 ac
Curve number
= 73*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.60 min
Total precip.
= 7.73 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.750 x 55) + (0.900 x 98) + (1.190 x 61) + (12.840 x 79)] / 19.680
Q (Cfs)
120.00
100.00
20.00
0.00 ' '
0 2 4
— Hyd No. 1
6 8
PRE-DEV A
Hyd. No. 1 -- 100 Year
Q (Cfs)
120.00
100.00
20.00
"r ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 2
POST-DEV A
Hydrograph type
= SCS Runoff
Peak discharge
= 151.00 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 325,343 cuft
Drainage area
= 15.750 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.73 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(10.660 x 98) + (5.090 x 61)] / 15.750
POST-DEV A

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 3
WET POND A
Hydrograph type
= Reservoir
Peak discharge
= 79.36 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 321,676 cuft
Inflow hyd. No.
= 2 - POST-DEV A
Max. Elevation
= 698.07 ft
Reservoir name
= WET POND A
Max. Storage
= 134,627 cuft
Storage Indication method used.
WET POND A
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 2 0 Total storage used = 134,627 cult

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 4
POST-DEV A BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 22.11 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 57,350 cuft
Drainage area
= 3.930 ac
Curve number
= 67*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.00 min
Total precip.
= 7.73 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(3.270 x 61) + (0.660 x 98)] / 3.930
Q (Cfs)
24.00
20.00
16.00
12.00
M
M
0.00 ' ' 1
0 2 4
— Hyd No. 4
6 8
POST-DEV A BYPASS
Hyd. No. 4 -- 100 Year
Q (Cfs)
24.00
20.00
16.00
12.00
M
4.00
' ' ' I I I M I '- 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 05 / 25 / 2022
Hyd. No. 5
POST-DEV A TOTAL
Hydrograph type
= Combine
Peak discharge
= 101.29 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 379,025 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 3.930 ac
Q (Cfs)
120.00
100.00
20.00
0.00 '
0 2 4
— Hyd No. 5
POST-DEV A TOTAL
Hyd. No. 5 -- 100 Year
Q (Cfs)
120.00
100.00
20.00
I
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 3 Hyd No. 4

Hydraflow Rainfall Report
42
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
59.2031
12.1000
0.8720
--------
2
71.3135
12.6000
0.8706
--------
3
0.0000
0.0000
0.0000
--------
5
78.6002
13.1000
0.8440
--------
10
77.3185
12.7000
0.8111
--------
25
64.2527
11.0000
0.7384
--------
50
57.3443
9.9000
0.6916
--------
100
52.7444
9.1000
0.6543
--------
File name: 6143 - NOAA Intensity.IDF
Intensity = B / (Tc + D)^E
Wednesday, 05 / 25 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
4.98
3.98
3.33
2.88
2.53
2.27
2.06
1.89
1.74
1.62
1.51
1.42
2
5.87
4.72
3.97
3.43
3.03
2.72
2.47
2.26
2.09
1.95
1.82
1.71
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.82
5.55
4.71
4.10
3.64
3.28
2.99
2.75
2.55
2.38
2.23
2.10
10
7.52
6.14
5.23
4.57
4.07
3.68
3.36
3.10
2.88
2.69
2.53
2.39
25
8.29
6.79
5.80
5.09
4.56
4.14
3.80
3.52
3.29
3.09
2.91
2.76
50
8.85
7.25
6.21
5.47
4.91
4.48
4.13
3.84
3.59
3.38
3.20
3.04
100
9.34
7.65
6.57
5.81
5.24
4.79
4.43
4.13
3.87
3.66
3.47
3.30
Tc = time in minutes. Values may exceed 60.
\Land Proiects R2\6143-PINE LAKE TOWNHOMES RD HARRELL\Calculations\Stormwater\6143-NOAA - DeDth.DCD
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
2.92
3.52
0.00
4.45
5.14
6.12
6.91
7.73
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Patrick Place
Stormwater Management Report
Appendix C
Storm Drain Calculations
6143-C-NC
May 24, 2022

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Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Monday, May 23 2022
HW-401 - FES-400
Invert Elev Dn (ft)
= 686.00
Calculations
Pipe Length (ft)
= 85.90
Qmin (cfs)
= 23.32
Slope (%)
= 3.84
Qmax (cfs)
= 23.32
Invert Elev Up (ft)
= 689.30
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 24.0
Shape
= Circular
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
= 23.32
No. Barrels
= 1
Qpipe (cfs)
= 23.32
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 7.67
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 8.13
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 687.86
HGL Up (ft)
= 691.01
Embankment
Hw Elev (ft)
= 692.79
Top Elevation (ft)
= 700.00
Hw/D (ft)
= 1.75
Top Width (ft)
= 43.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 100.00
Ele (R)
701.00
698.00
BMW
692L0
6W M
BMW
693. 00
0
MAIN - FESA00
10 20 30 40 50 60 70 00 90 100 110 120
Circular G.1-1t HGL Embank
ft Depth (Rj
11.70
8.70
670
270
-0 30
330
-630
130
R—h (R)

Patrick Place
Stormwater Management Report
Appendix D
Erosion Control Calculations (Temporary sediment basins)
6143-C-NC
May 24, 2022

ENGINEERING
SEDIMENT BASIN A
Project
Patrick Place Client
RD Harrell
Project #
6143 Date
5/19/2022
2013A Van
Buren Ave.
Designation
SB-A1 PH-1 Designer
SAP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
8.95 Acres 390,055 Square Feet
Total Disturbed Area
8.95 Acres 390,055 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area
Volume
Net Volume
110
7.52 Inches per Hour
639
26,890
0
0
Q10
33.67 CFS
640
29,543
28,217
28,217
641
32,252
30,898
59,114
Required Volume
16,118 Cubic Feet (1800 CF*DA)
642
35,018
33,635
92,749
Required Surface Area
I 14,646 Square Feet (435 SF*Q10)
6431
37,840
36,429
129,178
644
40,719
39,280
168,458
Provided Volume
59,114 Cubic Feet OK
645
43,654
42,187
210,644
Provided Surface Area
I 32,252 Square Feet OK
646
46,646
45,150
255,794
Length
192 Feet
Minimum Spillway Design
Width
45 Feet
Q10 33.67 CFS
H
1 Feet
Spillway Elevation
645
C
3.367
Surface Area at Spillway
43,654
L
10.00 Feet
Top of Berm Elevation
646
Spillway & Skimmer Design
Spillway Length
20 Feet OK
Days to Drain
5
Days
Head over Spillway
1 Feet
Skimmer Size
4
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
1.5
Inches
Max Flow
67.3 CFS I OK
Orifice Diameter
3.1
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN A
Project
Patrick Place Client
RD Harrell
Project #
6143 Date
5/19/2022
2013A Van
Buren Ave.
Designation
SB-A1 PH-2 Designer
SAP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
14.06 Acres 612,599 Square Feet
Total Disturbed Area
14.06 Acres 612,599 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area
Volume
Net Volume
I10
7.52 Inches per Hour
639
26,890
0
0
Q10
52.88 CFS
640
29,543
28,217
28,217
641
32,252
30,898
59,114
Required Volume
25,314 Cubic Feet (1800 CF*DA)
642
35,018
33,635
92,749
Required Surface Area
I 23,002 Square Feet (435 SF*Q10)
6431
37,840
36,429
129,178
644
40,719
39,280
168,458
Provided Volume
59,114 Cubic Feet OK
645
43,654
42,187
210,644
Provided Surface Area
I 32,252 Square Feet OK
646
46,646
45,150
255,794
Length
192 Feet
Minimum Spillway Design
Width
45 Feet
Q10 52.88 CFS
H
1 Feet
Spillway Elevation
645
C
3.367
Surface Area at Spillway
43,654
L
15.70 Feet
Top of Berm Elevation
646
Spillway & Skimmer Design
Spillway Length
20 Feet OK
Days to Drain
5
Days
Head over Spillway
1 Feet
Skimmer Size
4
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
1.5
Inches
Max Flow
67.3 CFS I OK
Orifice Diameter
3.1
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN A
Project
Patrick Place Client
RD Harrell
Project #
6143 Date
5/19/2022
2013A Van
Buren Ave.
Designation
SB-A1 PH-3 Designer
SAP
Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
15.75 Acres 686,122 Square Feet
Total Disturbed Area
15.75 Acres 686,122 Square Feet
C
0.50
Tc
5 Minutes
Contour
Area
Volume
Net Volume
I10
7.52 Inches per Hour
639
26,890
0
0
Q10
59.22 CFS
640
29,543
28,217
28,217
641
32,252
30,898
59,114
Required Volume
28,352 Cubic Feet (1800 CF*DA)
642
35,018
33,635
92,749
Required Surface Area
I 25,763 Square Feet (435 SF*Q10)
6431
37,840
36,429
129,178
644
40,719
39,280
168,458
Provided Volume
59,114 Cubic Feet OK
645
43,654
42,187
210,644
Provided Surface Area
I 32,252 Square Feet OK
646
46,646
45,150
255,794
Length
192 Feet
Minimum Spillway Design
Width
45 Feet
Q10 59.22 CFS
H
1 Feet
Spillway Elevation
645
C
3.367
Surface Area at Spillway
43,654
L
17.59 Feet
Top of Berm Elevation
646
Spillway & Skimmer Design
Spillway Length
20 Feet OK
Days to Drain
5
Days
Head over Spillway
1 Feet
Skimmer Size
4
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius
1.5
Inches
Max Flow
67.3 CFS I OK
Orifice Diameter
3.1
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN B
Project
Patirck Place Client
RD Harrell
Project #
6143 Date
5/19/2022 2013A Van
Buren Ave.
Designation
SB-B PH-1 Designer
SAP Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
1.50 Acres 65,543 Square Feet
Total Disturbed Area
1.50 Acres 65,540 Square Feet
C
0.50
Tc
5 Minutes
110
7.52 Inches per Hour
Q10
5.66 CFS
Contour Area Volume
Net Volume
Required Volume
2,708 Cubic Feet (1800 CF*DA)
696 3,000 0
0
Required Surface Area
I 2,461 Square Feet (435 SF*Q10)
697 3,536 0
0
698 4,104 3,820
3,820
Provided Volume
8,224 Cubic Feet OK
699 4,704 4,404
8,224
Provided Surface Area
I 4,704 Square Feet OK
700 5,336 .5,0201
13,244
Length
100 Feet
Minimum Spillway Design
Width
30 Feet
Q10 5.66 CFS
H 1 Feet
Spillway Elevation
C 3.367
Surface Area at SpillwayE279090
04
L 1.68 Feet
Top of Berm Elevation
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain 3
Days
Head over Spillway
1 Feet
Skimmer Size 2
Inches
Weir Coefficient
ff3.367 *Cipoletti Weir
Orifice Radius 0.9
Inches
Max Flow
33.7 CFS I OK
Orifice Diameter 1.8
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN B
Project
Patirck Place Client
RD Harrell
Project #
6143 Date
5/19/2022 2013A Van
Buren Ave.
Designation
SB-B PH-2 Designer
SAP Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
0.89 Acres 38,638 Square Feet
Total Disturbed Area
0.89 Acres 38,638 Square Feet
C
0.50
Tc
5 Minutes
110
7.52 Inches per Hour
Q10
3.34 CFS
Contour Area Volume
Net Volume
Required Volume
1,597 Cubic Feet (1800 CF*DA)
696 3,000 0
0
Required Surface Area
I 1,451 Square Feet (435 SF*Q10)
697 3,536 0
0
698 4,104 3,820
3,820
Provided Volume
8,224 Cubic Feet OK
699 4,704 4,404
8,224
Provided Surface Area
I 4,704 Square Feet OK
700 5,336 .5,0201
13,244
Length
100 Feet
Minimum Spillway Design
Width
30 Feet
Q10 3.34 CFS
H 1 Feet
Spillway Elevation
C 3.367
Surface Area at SpillwayE279090
04
L 0.99 Feet
Top of Berm Elevation
Spillway & Skimmer Design
Spillway Length
10 Feet OK
_
Days to Drain 3
Days
Head over Spillway
1 Feet
Skimmer Size 2
Inches
Weir Coefficient
ff3.367 *Cipoletti Weir
Orifice Radius 0.9
Inches
Max Flow
33.7 CFS I OK
Orifice Diameter 1.8
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN C
Project
Patrick Place Client
RD Harrell
Project #
6143 Date
5/19/2022 2013A Van
Buren Ave.
Designation
SB-C PH-1 Designer
SAP Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
3.38 Acres 147,094 Square Feet
Total Disturbed Area
3.35 Acres 146,080 Square Feet
C
0.50
Tc
5 Minutes
I10
7.52 Inches per Hour
Q10
12.70 CFS
Contour Area Volume
Net Volume
690 5,500 0
0
Required Volume
6,036 Cubic Feet (1800 CF*DA)
691 6,156 5,828
5,828
Required Surface Area
I 5,523 Square Feet (435 SF*Q10)
692 6,844 6,500
12,328
693 7,564 13,720
19,548
Provided Volume
19,548 Cubic Feet OK
694 8,316 7,940
27,488
Provided Surface Area
I 7,564 Square Feet OK
Length
110 Feet
Minimum Spillway Design
Width
50 Feet
Q10 12.70 CFS
H 1 Feet
Spillway Elevation
_
693
C 3.367
Surface Area at Spillway
7,5641
L 3.77 Feet
Top of Berm Elevation
694
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain 3
Days
Head over Spillway
1 Feet
Skimmer Size 3
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius 1.2
Inches
Max Flow
33.7 CFS I OK
Orifice Diameter 2.5
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN C
Project
Patrick Place Client
RD Harrell
Project #
6143 Date
5/19/2022 2013A Van
Buren Ave.
Designation
SB-C PH-2 Designer
SAP Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
0.61 Acres 26,371 Square Feet
Total Disturbed Area
0.61 Acres 26,371 Square Feet
C
0.50
Tc
5 Minutes
I10
7.52 Inches per Hour
Q10
2.28 CFS
Contour Area Volume
Net Volume
690 5,500 0
0
Required Volume
1,090 Cubic Feet (1800 CF*DA)
691 6,156 5,828
5,828
Required Surface Area
I 990 Square Feet (435 SF*Q10)
692 6,844 6,500
12,328
693 7,564 13,720
19,548
Provided Volume
19,548 Cubic Feet OK
694 8,3161 7,9401
27,488
Provided Surface Area
I 7,564 Square Feet OK
Length
110 Feet
Minimum Spillway Design
Width
50 Feet
Q10 2.28 CFS
H 1 Feet
Spillway Elevation
_
693
C 3.367
Surface Area at Spillway
7,564
L 0.68 Feet
Top of Berm Elevation
694
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain 3
Days
Head over Spillway
1 Feet
Skimmer Size 3
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius 1.2
Inches
Max Flow
33.7 CFS I OK
Orifice Diameter 2.5
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN D
Project
Patrick Place Client
RD Harrell
Project #
6143 Date
5/19/2022 2013A Van
Buren Ave.
Designation
SB-D PH-1 Designer
SAP Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
3.21 Acres 139,804 Square Feet
Total Disturbed Area
3.12 Acres 135,727 Square Feet
C
0.50
Tc
5 Minutes
I10
7.52 Inches per Hour
Q10
12.07 CFS
Contour Area Volume
Net Volume
698 10,500 0
0
Required Volume
5,609 Cubic Feet (1800 CF*DA)
699 12,036 11,268
11,268
Required Surface Area
I 5,249 Square Feet (435 SF*Q10)
700 13,604 12,820
24,088
701 15,204 27,240
38,508
Provided Volume
38,508 Cubic Feet OK
702 16,836 16,020
54,528
Provided Surface Area
I 15,204 Square Feet OK
Length
350 Feet
Minimum Spillway Design
Width
30 Feet
Q10 12.07 CFS
H 1 Feet
Spillway Elevation
701
C 3.367
Surface Area at Spillway
15,204
L 3.58 Feet
Top of Berm Elevation
702
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain 5
Days
Head over Spillway
1 Feet
Skimmer Size 3
Inches
Weir Coefficient
ff3.367 *Cipoletti Weir
Orifice Radius 1.3
Inches
Max Flow
33.7 CFS I OK
Orifice Diameter 2.7
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

ENGINEERING
SEDIMENT BASIN D
Project
Patrick Place Client
RD Harrell
Project #
6143 Date
5/19/2022 2013A Van
Buren Ave.
Designation
SB-D PH-2 Designer
SAP Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
0.90 Acres 39,112 Square Feet
Total Disturbed Area
0.90 Acres 39,112 Square Feet
C
0.50
Tc
5 Minutes
I10
7.52 Inches per Hour
Q10
3.38 CFS
Contour Area Volume
Net Volume
698 10,500 0
0
Required Volume
1,616 Cubic Feet (1800 CF*DA)
699 12,036 11,268
11,268
Required Surface Area
I 1,469 Square Feet (435 SF*Q10)
700 13,604 12,820
24,088
701 15,204 27,240
38,508
Provided Volume
38,508 Cubic Feet OK
702 16,836 16,020
54,528
Provided Surface Area
I 15,204 Square Feet OK
Length
350 Feet
Minimum Spillway Design
Width
30 Feet
Q10 3.38 CFS
H 1 Feet
Spillway Elevation
701
C 3.367
Surface Area at Spillway
15,204
L 1.00 Feet
Top of Berm Elevation
702
Spillway & Skimmer Design
Spillway Length
10 Feet OK
Days to Drain 5
Days
Head over Spillway
1 Feet
Skimmer Size 3
Inches
Weir Coefficient
3.367 *Cipoletti Weir
Orifice Radius 1.3
Inches
Max Flow
33.7 CFS I OK
Orifice Diameter 2.7
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

Rip Rap Apron Design
Project: Sun Valley Market Place
Structure: FES-100
NCDENR Erosion and Sediment Control Planning and Design Manual
Do = 36 in. d50 (6"min.)= 8 in.
Q10 = 59.98 cfs dmax = 12 i n.
3Do = 9 ft. th= 18 in.
La = 21 ft.
W = 24.00 ft.
3 0
Outlet W = Do 4-La
pipe t
diameter (DO)
La --d
7 i Water 0, 50o
�l
`malt
ton
�r O` I 6o
e�I I l; i
�\�`
99
50
Discharge
J-J 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tvv a 0.5 diameter).
Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Sun Valley Market Place
Structure: FES-200
NCDENR Erosion and Sediment Control
Planning and Design Manual
Do =
15 in.
d50 (6"min.)= 8 in.
Q10 =
10.53 cfs
dmax = 12 i n.
3Do =
3.75 ft.
th= 18 in.
La =
12 ft.
W =
13.25 ft.
20
10
3 0
Outlet W = Do 4-La
pipe t
diameter (DO)
La --d
gii 7 ilwater 0,5Dp
tiro5��' 6oI I
I r�e�9 I IIIII��l��t l I:''l l
E1 ffilu
mmm ,01!I
I�MENEM �In
mw ON
MEN
9 —
80(
4
IMII
IIIII
IIi1111111������N���■.1...l.IIIIIIIIIIIIPf
I
II
1
IIIII►O':
AHI
1114111,1III
MINEee�
i
11
�I
!l111:
iii�
1llI
I IIfP•'/l'
11!
�,4•'�il
II�Ii
■
1
�'ll4ilil'
�_ .
111iEu1
a Initll•
.
xiu
Oil
i
i!:110R5
ErErIII
1����
���/
�011
/'
11
�
IIIL1111
1JC�
1
11:II�I�FIIII
II
d
r�li,ul:
•iv:
Ill•liia!n
nut
�� �
Illliltil!ill
illllifl/illllllllll
Iii
I111IIIII
IIIIIII
�>ellr'
Ilylll')
I'd
11
I
IBIIIIIIIIIIII
I
III"p''
p�'9'i
�1}Ijjapl!;171HiW�
HI�H��..
\.I
I.IIHIIIIIIHI
IH
IX
II
II 11
II1.IpI
HH11113111X1111X
1
1 11 11 11 i,1
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tvv a 0.5 diameter).
Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Sun Valley Market Place
Structure: FES-300
NCDENR Erosion and Sediment Control Planning and Design Manual
Do = 20 in. d50 (6"min.)= 8 in.
Q10 = 14.91 cfs dmax = 12 I n.
3Do = 5 ft. th= 18 in.
La = 12 ft.
W = 13.67 ft.
3 0
Outlet W = Do + La 9
pipe
diameter (DO) ;
0
La --•1 8,
7 ilwater 0,5Dp
I f � 6o �
05 rtti itt
i III IIII�111 1111EI11xpllr IIl� II
II{Iyl
'� i�e�• i■ �'. , I� 1 rl IIII III III FBI Illii
I I , . "-•il�iliill����:��i�i�����11 i Ilt�ll� IIII Ililll�,�l!`��r�l, lllir�
1 I I V e•+�i" ill' I ■ IIII NNNIIIII I Ir Ur'"iA{!! JI
�ffif�!!f ill � � 11 „ r� II EI •; 11
_ �� ii : �.,.N; `''''�'''I�I Iliil�ul- �•����i�����i��'�� fii�li f../1'h�If,,ii i, I;r�
IIII . ;iN •ell ;I� �f� �H11fI� II ■ ■ 1 1/11 Sr:"reiill.11ll AI
I IIIIIII fl 1 Fx xl . r::ilriddi:illN:Ili■1: IIIIIIIII� I�IIIB�.e . 1 11 r uiil IW.illlll`Il�lxillli
1 1ii HIxIIIJ FI 1 1I1 I1lIIIIllllnE I su01 !I IIIIIJill,, lIIlllt d/ �:r+'� i#1!'"Ilr•l-i �V" I III ■ 111 IIII I: IIfP+ii'/l1'
' Ilr 4•"'iP
;xl sae' °v_:'r�'p�,'���il�li �ll�Il�il ���l�llll�ll �111111N[i I 111f i � 1� 111:11N11I ►1 I 1 {,'�/' 4iill
1 nnrunummmnwc ; ne17u•::;i I� �A�/��a�wfF/m/RIIIIIIIIIIMNIiI■.111[IIIf1111i111IIlII��� 1��dliffdi111NAI Ir EM�UVI
nmm�illuaw...'� ir"•• ` II I � r�iur;lue
IIIIPr!'ii II! 1 1 Iillfl1111 I �g I II p $ W N1,1 ellfi y. 1' IIE I!il
IIIIIIIIIf�III�Illllii'iiil:Illliili!!fl i�i��l9l��f�il�llilff9f�flfllfllfl� 9�S =���ii�','1: r•,...,>;;f�;;i�:'°.
n u t! n uu l u ,lli.ul a naE.• x u
1 11l111 IIIIIII 1111111111 x I 11 � �!1%/ .�+ ell 1:d11►1lIJi '! .
1 IIII 111 I Illl I I I r�0I0gHilIIli HIM , �E1,0111 iln:,lli 1 I II(iII II
I d r •il 111 fill Inu!
11 1 IIII 1+ 1 11+ � A� � ��LI/ � �ll!di :dllil/il1lllllllll IIIIIII
11111I�III�II�IiIH��I�II�I��IiI II l����� • .��� '.�•i�����llf�1'illli I d 11 IIIIIlllllllll111111 ,.
III t 1 I I.o.�r511iii�lli���il.�d-�d`�d�ol��.l= I:,itl��lfllll�llh� I��!I'�.���Ilul�l��lllllllllll
Curves may not be extrapolated.
Figure 8.06a Design of outiet protection protection from a round pipe flowing full, minimum tailwater condition (Tvv a 0.5 diameter).
Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Sun Valley Market Place
Structure: FES40
NC0ENRErosion and Sediment Control Planning and Design Manual
Do= 24 in. d50(6"min]= 8 in.
[10= 23.32 ds d,a,= 12 in.
3Do= G ft. th= 18 in.
L,= 12 ft.
VV= 14'00 ft.
BOW
115iii MEN SH,
Curves may not ueextrapolated.
mc. 80+H
' '
«
v
111 gin'.
'151.11
is
Hill IN
U101
Page 1 Rip Rap Apron

Rip Rap Apron Design
Project: Sun Valley Market Place
Structure:
FES-A
NCDENR Erosion and Sediment Control
Planning and Design Manual
Do =
30 in.
d50 (6"min.)= 8 in.
Q10 =
27.15 cfs
dmax = 12 i n.
3Do =
7.5 ft.
th= 18 in.
La =
16 ft.
W =
18.50 ft.
3 0
Outlet W = Do 4-La
pipe t
diameter (DO)
La --d
gii 7 ilwater �- 0,5DO
\YO 51
e� , ttl i .0
99
3 5
50 100
Discharge (ft3/sec)
J-J 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tvv a 0.5 diameter).
Page 1 Rip Rap Apron