SW3150903_HISTORICAL FILE_20151124

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. SWG%D
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
'Ul-�'[i1STORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

I
SEAL
028486:
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
DESIGN CALCULATIONS
CIVIUSITE WORK
Barringer's Trace Apartments
Mount Pleasant, North Carolina
9-9-2015
RECEIVED
Nov 242015
DENR4DEMLR
Land QcalitY Section
Mooresville Region► Office

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Project Name: Barringer's Trace Apartments
Location: 7820 NC Highway 73 E
Mount Pleasant, NC
Owner: Southern Properties & Development, LLC
Thomas W. Honeycutt - Manager
PO Box 504
Troy, NC 27371
Consultant: Timmons Group
Jim Chandler, PE
5410 Trinity Road
Raleigh, NC 27607
Phone: [phone]
PROJECT DESCRIPTION AND NARRATIVE:
The proposed project is inside Mount Pleasant's jurisdictional limits and is located at 7820 NC
Highway 73 E. The scope of this project will include the construction of one community building,
four multi -family building, plus new parking, drives, sidewalks, a dumpster enclosure and amenities
to serve the development.
kc,ftes -TYPa
The site is comprised of 9.43 acres of which 8.0 cares will be disturbed. The remaining area will be
left wooded and undisturbed. Approximately 2.48 acres of new impervious area will be constructed
(26%).
There are no known wetlands, endangered species or flood plain located on this site. A copy of the
USGS and FEMA maps are included as well as a letter from a licensed soil scientist confirming that
no wetlands exist.
The Natural Resources Conservation Service (MRCS) web based soils report has been used to identify
that the onsite soil types are Hydrologic Soil Group type "B". A copy of this mapping is included.
This has also been verified by the soil scientist that performed the SH WT testing on site. A copy of
their report is also attached.
A wet detention basin has been proposed and designed to treat the requirements for 85% TSS
removal, drawdown of the first inch of rainfall between 2-5 days and reduction of the peak flow for
the 1, 2 and 10-year storm events. In addition, we have also routed the 100-year event to ensure safe
passage through the site.
Pond Pack software was used to calculate the HGL rates using the SCS Method. A report of all the
calculations is included and construction details are shown on the plan sheet.

CONTENTS
Soils Map
FEMA Map
USGS Map
Precipitation Data
Storm System Design
Drainage Area Maps
Wet Detention Pond Calculations (Hydraflow)
Outlet Protection Design

ti
Soils Map

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Soil Map—Cabarrus County, North Carolina
Barringer's Trace
Map Unit Legend
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r -; Map Unit Symbol •;i_
"Map Unre Name `�
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,
; ,,�-_Acres •'.
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CuB2
Cullen Gay loam, 2 to 8 percent
4.2
22.6%
slopes, moderately eroded
EnB
Enon sandy loam, 2 to 8 percent
2.6
14.0%
slopes
EnD
Enon sandy loam, 8 to 15
0.8
4.5%
percent slopes
MkB
Mecklenburg -Urban land
1.2
6.5%
complex, 2 to 10 percent
slopes
POF
Poindexter loam, 15 to 45
9.7
52.4%
percent slopes
"
Totals for Area of Interest
18.6
100.0%
LISDA Natural Resources Web Soil Survey 7/10/2015
Conservation Service National Cooperative Soil Survey Page 3 of 3

FEMA Map

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EFFECTIVE DATE MAP NUMBER
NOVEMBER 5, 2008 3710566000J
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a t`l.'e. was extracted using F-MIT On -Lino. This map does not rofloct changes
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USGS Map

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Precipitation Data

9/212015 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Mount Pleasant, North Carolina, -L�.
if Us` �1\
Latitude: 35.4117°, Longitude:-80.4308' `i�f
Elevation: 703 W
'source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Pareybok, M.Yekla, and D. Riley
NOAA, National Witalher Semite, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average
recurrence interval (years)
Duration
1
2
5
10
25
50
�����
100
200
500
fool)
0,401
0.474
0.551
0.605
0.667
0-707
0.744
0.775
0,808
0.831
SyTlln
u
(0.370-0.435)
(0.437-0.516)
(0.507-0.600)
(0.555-0.657)
(0.609.0.722)
(0.6420.766)
(0.673-0.806)
(0.698-0.840)
(0.722-0.877)
(0.736-0.902)
0.641
0.757
0.883
0.968
1.06
1,13
1.18
1.23
1.28
1.31
10-min
(0.591-0.695)
(0.699-0.825)
(0.812-0.961)
(0.888-1.05)
(0.970.1.15)
1 (1.02-1.22)
1 (1.07-1.28)
1 (1,11-4.33)
11 (1.14.1.39)
1 (1.16-1.42)
0.801
0.952
1.12
1.23 IF
1.35
1.43
1.49
1.55
1.61
1.64
15ar1in
(0.739.0.869)
(0.878-1.04)
1 (1.03-1.22)
1 (1.12-1.33)
1 (1.23-1A6)
1 (1.30-1.54)
(1.35-1.62)
(1.40-1.68)
(1 44-1.75)
1 (1.46-1.78)
1.10
1.31
1.59
1.77 IF
2.00
2.15
2.29
2.47
2.56
2.66
30-min
(1.01-1.19)
1 (1.21-1.43)
1 (1.46-1.73)
1 (1.63-1.93)
1 (1.82.216)
(1.95-2.33)
(2.07-2.48)
(2.17-2,62)
(229-2.78)
(2.36-2.89)
1.37
1.65
2.04
2.31
2.66
2.91
3.15
3.38
3.67
3,88
60-min
(1.26-1F�.49)
(1.52-1.80)
(1.87-2.21)
(2.12-2.51)
(2.42-2.88)
(2.64-3.15)
(2.85-3.41)
(3.05-3.67)
( 3.28-3.99)
(3.44-4.21)
1.58
1.92
2.38
2.73
3.17
3.50
3.83
4.14
4.55
486
2•hr
(1.45-1.73)
1 (1.75-2.10)
1 (2.17-2.60)
1 (2.48-2.97)
1 (2.87-3.45)
1 (3.15-3.81)
1 (3.43-4.17)
1 (3.68-4.52)
11 (4.01-4.97)
1 (4.24-5.31)
1.69
2.04
2.55
2.93
3.45
3.85
4.24
4.65
5.18
5.60
3-hr
(1.55-1.85)
1 (1.87-2.24)
1 (2.33-2.79)
1 (2.67-3.20)
1 (3.13.3.75)
1 (3.47-4.18)
1 (3.80-4.61)
1 (4.13-5.04)
1 (4.55-5.63)
1 (4.87-6.10)
205
2.47
3.08
3.56 IF
4.20
4.71
5.22
5.73
644
6.99
6-hr
(1.88-2.25)
(2.27-2.71)
(2.82-3.37)
1 (3.25-3.89)
1 (3.80-4.57)
1 (4.23-5.12)
1 (4.66-5.67)
(5.07-6.23)
(5.63-7.00)
(6.03-7.61)
2.44
2.94
3.69
4.29
5.10
5.75
6.41
7.11
8.07
8.84
12-hr
(2.24.2.66)
(2.70-3.22)
(3.38-4.03)
(3.92-4.68)
(4.61-5.54)
(5.16-6.23)
(5.71-6.94)
(6.26-7.68)
(7.00-8.70)
(7.55-9.54)
2-9O
3.49
4.38
5.08 IF
6.04
6579
7.57
8.37
9.46
IF 10,3
24-hr
(2.68-3.13)
1 (3.24-3.78)
1 (4.07-4.75)
1 (4.71-5.50)
1 (5.57.6.53)
1 (6.25-7.34)
1 (6.94-8.18)
(7.66-9.05)
(8.62.10.3)
(9.38-11.2)
3.39
4.09
5.09
5.88 IF
6.95
7,80
8.67
9.57
10.8
11.8
2day
(3.14-3.66)
(3.79-4.41)
(4.72-5.50)
(5.44-6.34)
J
(6.42.49)
(7.19-8.41 )
( 7.97-9.35)
(8.77-10.3)
( 9.84-11.7 )
(10.7.12.7 )
3.60
4.33
5.36
6.18
7.30
8.18
9.09
10.0
11.3
12.3
3i1ay
(3.34-3.87)
(4.02-4.66)
1 (4,98-5.77)
(5.72-6.64)
1 (6.74.7.84)
(7.53-8.80)
(8.35-9.77)
(9.18-10.8)
(10.3-12.2)
(11.2-13.3)
3.81
4.57
5.64
6.48
7.64
8.56
9.-1
1011
4-dey
u
(3.54.4.08)
(4.25-4.90)
(5.23-6.05)
(6.01-6.95)
(7.05-8.19)
(7.68-9.78)
(6.72-10.2)
(9.59-11.2)
.8.1
(10.8.12.7)
.7-1
(11.7-73.8)
4.38
5.22
6.36 IF
7.26 IF
8.50
9A9
1011
1-1
10-1
14-1 1
7day
(4.10-4.67)
(4.90-5.56)
(5.96-6.79)
(6.80-7.75)
(7.94-9A7)
(8.e4-10.1)
(9.75-11.2)
.7-1
(10.7-72.3)
(12.0-13.9)
.0-1
(13.0-15.t)
5.01
5.96
7.77
8.11
9.38
10.4
11.4
12.4
13.6
14.9
10ilay
(4.71-5.33)
(5.60-6.34)
(6.73-7.62)
(7.61-8.62)
(8.78-9.97)
(9.69-11.0)
(10.6-12.1)
(11.5-13.2)
(12.8-14.7)
(13.8-15.9)
6.73
7.94
9.37
10.5
12.0
13.2
14.4
15.6
17.3
18.6
20tlay
(6.36-7.09)
(7.51-8.37)
(8.86-9.88)
(9.93-11.1)
(11.3-12.7)
(124-13.9)
(13.5-15.2)
(14.6-16.5)
(16.1.18.3)
(17.3-19.7)
8.27
9.73
11.3
12-5
14.1
15.4
16.6
17.6
19.5
20.7
30tlay
(7.84-8.77 )
(9.22-10.2)
(10.7-11.9)
(11.9-13.2)
1 (13.4-14.9)
(14.5-16.2)
(15.7-17.5)
(16.8-18.8)
(18.3-20.6)
(19.4-22.0)
10.4
12.2
1-3-9--T
15.3 IF
1 77.0
18.4
19.6
20.9
22.5
23.8
45day
(9.97-10.9)
(11 7-12.7)
(13,3-14.6)
1 (14.6-15.9)
1 (16.2-17.8)
(17.4-19.2)
(18.6-20.5)
(19.8-21.9)
(21.3-23.5)
(22.4-25.0)
12.4
14.5
16.4
17,9
19.7
21.2
22.5
23.8
25.6
26.9
60rlay
(11.9-13.0)
(13,9-15.1)
(15.7-17.p
(17.1-18.6)
(18,9.20.6) (
(20,2-22.1)
(21.5-23.5)
(227-24.9)
(24,3-26.7)
(25.4-21.1.)
1 Precipilalkm 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 he 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 Tor)
http://hdsc-ms.noaa.govfsclpfds/pfdsyrintpage.tltml?lat=35.4117&lon=-BOA308&data=depth&units=eriglish&sef es=pits V4

63d2015 Precipitation Frequency Data Saver
NOAA Atlas 14, Volume 2, Version 3
Location name: Mount Pleasant, North Carolina,
ev% us' /�
Latitude: 35.40290, Longitude:-80.4367° �
Elevation: 678 ft' 7
'source: Google Maps 4""'�
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, e. Lin, T. Pamybok, M.Yekta, and D. Riley
NOAA. National weather Service, $inter 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)
Duration
1
2
5
10
25
������
50
100
200
500
1000
4.82
5.69
6.62
7.27
8.00
8.50
8.94
9.31
9. 11
9.98
5-min
(4.44-5.23)
(5.24-6.20)
(6.10-7.21)
(6.67-7.90)
(7.31-8.68)
(7.72-9.20)
(8.09-9.67)
(8.39-10.1)
(8.68-10.5)
(8.84-10.8)
3.85
4.55
5.30
5.82
6.38
6.77
7.10
7.38
7.68
7.86
10at1in
(3.55.4.18)
1 (4.20-4.96)
1 (4.88-5.77)
1 (5.34-6.31)
1 (5.83-6.91)
1 (6.14-7.33)
1 (6.42-7.69)
1 (6.65-8.00)
1 (6.86-8.34)
11 (6.97-8.54)
3.21
3.81
4.47
4.90
5.39
5.71
5.98
6.21
6.44
6.58
15�r1in
E�
(2.96-3.48)
1 (3.52-4.16)
(4.12-4.87)
(4.50-5.32)
1 (4.92-5.84)
1 (5.19-6.18)
1 (5.41-6.48)
1 (5.59-6.73)
1 (5.76-7.00)
1 (5.83-7.14)
2.20
2. 33
3.18
3.55 IF
3.99
IF 4.30
4.58
4.83
5.13
5.33
30ar1in
(2.03-2.39)
(2.43-2.87)
(2.92-3.46)
(3.26-3.86)
1 (3.65-4.32)
1 (3.91-4.66)
1 (4.14-4.96)
1 (4.35-5.24)
11 (4,58-5.57)
1 t4.72-5.78)
1.37
1.65
2.04
2.31
2.66
2.91
3.16
3.39
3.68
3.89
60�r11n
(,26.1.49)
(1.52-1.80)
(1.87-2.22)
(2.12-2.51)
1 (2.43-2.88)
1 (2.65.3.16)
1 (2.85-3.42)
1 (3.05-3.67)
1 (3.29-3.99)
1 (3.45-4.22)
0.793
0.960
1.19
1.36
1.59
1.75
1.92
2.07
2.28
2.43
2-hr
(0.726-0.866)
(0.877-1.05)
(1.09-1.30) 11
(1.24-1.49)
1 (1.44-1.73)
1 (1.58-1.91)
1 (1.72-2.09)
1 (1.84-2.26)
(2.01-2.49)
1 (2.12-2.66)
0.564
0.681
0.849
0.978
1.15
1.28
1.41
1.55
1.73
1.87
3-hr
(0.517-0.617)
(0.624-0.746)
(0.777-0.930)
(0.891-1.07)
1 (1.04.1.25)
1 (1.16-1.40)
1 (1.27-1.54)
1 (1.38-1.68)
(1.52-1.88)
1 (1.63-2.04)
0.343
0.413
0.516
0.595 IF
0. 002
0.787
0.872
0.958
1.08
1.17
6-hr
(0.314-0.376)
(0.379-0.453)
(0.471-0.564)
(0.542-0.650)
(0.635-0.764)
(0.707-0.855)
(0.778-0.948)
(0.848-1.04)
(0.941-1.17)
(1.01-1.27)
0.202 IF
0.244
0.307
0.356
0.423
0.477
0.533
0.591
0. 771
0.734
12-hr
(0.186.0.221)
(0.224-D.268)
(0.281-0.335)
(0.325-0.389)
(0.383-0.460)
(0.429-0.518)
(0.475-0.576)
(0.520-0.638)
(0.581-0.723)
(0.627-0.792)
0.121
0.146
0.183
0.212
0.251
0.283
0.315
0.349
0.394
0.431
24�1r
P�
(0.112.0.130)
(0.135-D.158)
(0.169-0.198)
(0.lg6-0.229)
(0.232.0.272)
(0.261.0.306)
(0.289-0.341)
(0.319-0.377)
(0.359-0.427)
(0.391-0,467)
0.071
0.085
0.106
0.123 IF
0.145
0.163 JF-0--181--T-0--19-9-�F0.2
55
0.245
2�ay
(0.065-0.076)
(0.079-0.092)
(0.098-0.114)
(0.113-0.132)
(0.134-0.156)
(0.150-0.175)
(0.166-0.195)
(0.183-0.215)
(0.205-0.243)
I (0.223-0.265)
0.050
0.060
0.075
0.086
0.101
0.114
0.126
O'139
0.157
0.171
3-day
(0.046-0.054)
(0.056-0.065)
(0.069-0.080)
(0.080-0.092)
(0.094-0.109)
(0.105-0.122)
(0.116-0.136)
(0.127-0.150)
(0.143.0.169)
(0.155-0.185)
0.040
0.048
0.059
0.068
0.080
0.089
0.099
0.109
0.123
0.134
F4-0ay
4-day7(0.037.0.043)
(0.044-0.051)
(0.055-0.063)
(0.063-0.072)
(0.073-0.085)
(0.082-0.096)
(0.091-0.106)
(0.100-0.117)
(0.112-0.132)
(0.122.0.144)
0.026
0.031
0.038
0.043
0.051
0.057
0.063
0.069
0.077
0.084
7Ktay I
(0.024-0.028)
(0.029-0.033)
(0.035-0.040)
(0.040.0.046)
(0.047-0.054)
(0.053-0.060)
(0.058-0.067)
(0.064-0.073)
(0.071-0.083)
(0.077-0.090)
10ddy
0.021
0.025
0.030 7F
0.034 IF
0.039
0.043
0.046
0.052
0.058
0.062
I
(0.020-0.022)
(0.023-0.026)
(0.028-0.032)
(0.032-0.036)
(0.037-0.042)
(0.040-0.046)
(0.044-0.051)
(0.048-0.055)
(0.053.0.061)
(0.057-0.066)
0.014
0.017
0.020
0.022
0. 225
0.028
0.030
0.033
0.036
0.039
20tlay
(0.013-0.015)
(0.016-0.017)
( 0.018-0.021)
(0,021-0.023)
(0.024-0.026)
(0.026-0.029)
(0.028-0.032)
(0.030-0.034)
(0.034-0.038)
(0.036-0.041)
30tlay
0.011
(0.011-0.012)
0.014
(0.013-0.014)
0.016
(0.015-0.017)
0.017
0.020
0021
(0.020-0.022)
0.023
0.025
0.027
0.029
0.010
0.011
0.013
(0.016-0.018)
0.014 IF
(0.019.0.021)
0.0 66
0.017
(0.022-0.024)
0.018
(0.023-0.026)
0.019
(0.025-0.029)
0.021
(0.027-0.030)
0.022
45<lay
(0.009-0.010)
(0.011-D.012)
(0.012-0.013)
(0.013-0.015)
(0.015-0.016)
(0.016-0.018)
(0.017-0.019)
(0.018-0.020)
(0.020.0.022)
(0.021-0.023)
0.009
0.0 00
0.011
0.012 IF
0.014
0.015
0.016
0.017
0.018
0.019
60{1ay
(0.008.0.009)
(0.010-0.011)
(0.011-0.012)
(0.012-0.013)
(0.013-0.014)
(0.014-0.015)
(0.015-0.016 )
( 0.016-0.017)
(0.017-0.019)
(0.018-0.020)
frequency (PF) estimates in this table are based on frequency analysis of partial duration series (POS).
arenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
Ebarenthesis
n and average recurrence interval) wit be greater than the upper bound (or less than the lower bound) is 5%. Estimates al upper bounds are not
inst probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
to NOAA Atlas 14 document for more information.
Back to Top
Mtp:lRxisc.revs.noaa.govAxlsclptdslpfdsyrirdpage.MmnaN35.4029B1on=-80.4367&data=irlterlsity&ants=e glish&series=pds 114

Storm System Design

ers T
NA7!
7NNC
DATE
9/3/2015
DESIGN PHASE
PRELIM /PROJECT
CONSTR / XBarrio
REVISION //
PROJECT NO
36884
LOCATION
Pleas
BY
TSG
RECORD /Mount
OTHER
CHECKED BY
JFC
(SPECIFY)
n= a0.Ot3
STORM DRAINAGE SCHEDULE CONTINUED -►
AREAS
INLETS .. '" '`
V
--INLET.:,cc
.AREA
y AC'
•INLET,
RUNOFF
::COEFF. :
INLET
DISCHARGE
CFS
TOTAL
AREAS
( AC
-
..'-INLET'.
:TIME ��
�':'r MIN
`I
PIPE
TIME
MIN )
Tc
TIME
OF CONC.
(MIN)
I
INTENSITY
IN/HR)
Cc
RUNOFF
COEFF.
FROM PTO
I
I
I
I
I
1
2
0.20
0.77
1.07
1 0.20
5.00
0.00
5.00
6.93
0.50
2
3
0.15
077
0.79
0.35
5.00
0.23
5.23
6.87
0.50
3
4
0.40
0.77
2.10
0.75
5.00
0.44
5.44
6.82
0.50
4
5
0.25
0.77
1.30
1.00
5.00
0.68
5.68
6.76
0.50
5
6
0.30
0.77
1 1.56
1.30
5.00
0.77
5.77
6.73
I 0.50
6
7
0.25
0.77
1 1.29
1.55
5.00
1.01
6.01
6.68
0.50
7
8
0.00
6.77
0.00
1.55
5.00
1.08
6.118
6.66
0.50
9
10
0.40
0.77
1 2.13
0.40
5.00
0.00
5.00
6.93
1 0.50
10
11
1 0.80
0.77
4.19
1.20
5.00
0.49
5.49
6.80
0.50
11
7
0.20
0.77
1.04
1.40
5.00
0.61
5.61
6.77
0.50
I
12
4
_
0.02
0.77
0.11
0.02
5.00
0.00
5.00
6.93
0.50
I
I
I
13
14
3.22
0.44
9.81
3.22
5.00
0.00
5.00
6.93
0.50
I
I
I

• ' " ' " '
PROJECT UNAME
La, er'S Terrace
7JFC
DATE
9/3/2015
PROJECT NO
36884
DESIGN PHASE
PRELIM
CONSTR / X /
REVISION / /
LOCATION
Mount Pleasant, NC
BY
TSG
RECORD
OTHER / /
CHECKED BY
(SPECIFY)
•U.013;
• r
STORM DRAINAGE SCHEDULE -CONTINUED
SIDE-;
STREAM -
;� CFSa`ja"
SLOPE
DIA '�?f(,
. IN .'1+h.'S`"
• •
V FULL
FPS)
', -,
;'LENGTH
...'
SEGMENT
TIME
(MIN)
UPPER
" INV
=. .,'
•.. LOWER ';
IINV �.
UPSTREAM.
: ,'.TOP
ELEV.
Ns �;
FROM Vby,-TO \
•.''c ' k�' �.': .. :`.
i
1
2
0.69
0.00
0.0112
15
6.8
5.6
78
0.23
661.63
660.76
664.63
2
3
1.20
0.00
0.0132
18
12.1
6.8
84
0.21
660.56
659.45
664.76
3
4
2.56
0.00
0.0112
24
23.9
7.6
110
0.24
659.25
658.02
663.25
4
5
3.45
0.07
0.0102
24
22.9
7.3
41
0.09
657.82
657.40
663.62
5
6
4.45
0.00
0.0106
24
23.3
1 7.4
106
0.24
657.20
656.08
662.70
6
7
5.24
0.00
0.0193
24
31.4
10.0
42
0.07
655.88
655.07
661.58
7
a
10.04
4.81
0.0229
24
34.3
10.9
112
0.17
642.07
639.50
662.07
9
10
1.46
0.00
0.0119
15
7.0
5.7
168
0.49
660.71
658.71
663.71
10
11
4.15
0.00
0.0395
18
20.9
11.8
87
0.12
658.51
655.07
661.51
11
7
4.81
0.00
0.0119
18
11.5
6.5
42
0.11
648.57
648.07
661.57
i
12
4
0.07
0.00
0.0497
15
14.4
11.7
60
0.09
661.00
668.02
664.00
13
14
11.15
0.00
0.0276
24
37.6
11.9
145
0.20
654.00
650.00
657.00

• :",A
PROJECT NAME
Barrin er's Terrace
g M '
' I
DATE
1/3/2015
PROJECT NO
36884
DESIGN PHASE
PRELIM
CONSTR / % /
REVISION / /
LOCATION
Mount Pleasant NC
BY
TSG
RECORD
OTHER
CHECKED BY
JFC
(SPECIFY)
n 0.013
-�,•.. 1,n �� x
^8= "tF �187
..'-" '.ri='S �• 'r 22.
HYDRAULIC GRADE LINE
PIPE HYDRAULIC SIDESTREAM
AREA RADIUS SUMMATION
(FT) ( (CFS)
Hf
I He
90 DEG=0.7
60 DEG=0.55
HEAD LOSS
I He
BEND LOSS
I Hb
K'S
30 DEG=0.28
15 DEG=0.10
Ht
�BENDlk
- LOSS ��:
` �, K ry_
CONTINUED
FRICTION
SLOPE
(FT/FT)
-►
FRICTION
VELOCITY
FPS
-• ?
FR_ OM �TOh
1
2
1.2272
0.3125
0.00
0.01
0.00
0.00
0.00
0.01
0.70
0.0001
0.56
2
3
1.7671
0.375I
0.00
0.01
0.00
0.00
0.00
0.01
0.10
0.0001
0.68
3
4
3.1416
0.5000
0.00
0.01
0.00
0.00
0.00
0.02
0.710
0.0001
0.81
4
5 _
3.1416
0.5000
0.07
0.01
0.00
0.00
0.00
0.02
0.00
0.0002
1.09
5
6
3.1416
0.5000
0.07
0.04
0.01
0.01
0.00
0.05
0.00
0.0004
1.41
6
7
3.1416
0.5000
0.07
0.02
0.01
0.01
0.00
0.04
0.00
0.0005
1.66
7
8
3.1416
0.5000
4.88
0.22
0.04
0.01
0.00
0.27
0.00
0.0020
3.18
9
10
1.2272
0.3125
0.07
0.08
0.01
0.00
0.00
0.09
0.70
0.0005
1.18
10
11
1.7671
0.3750
0.07
0.14
0.02
0.01
0.01
0.17
0.28
0.0016
2.34
11
7
1.7571
0.3750
0.07
0.09
0.03
0.03
0.00
0.15
0.00
0.0021
2.71
12
4
1.2272
0.3125
0.00 T0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.06
13
14
3.1416
0.5000
0.00
0.35
0.05
0.00
0.00
0.40
0.00
0.0024
3.53

•
PROJECT NAME
Barrin er's Terrace
DATE
9/3/2015
PROJECT NO
36884
DESIGN PHASE
PRELIM
CONSTR
REVISION
/ X /
/ /
LOCATION
Mount Pleasant NC
BY
TSG
RECORD
OTHER
CHECKED BY
JFC
(SPECIFY)
;0.013,
= v 9 i-187
HYDRAULIC
GRADE LINE -CONTINUED
OUTLET
W.S. ELEV
(FT)
INLET W.S. ELEV.
FLOW
CONDITION
CONTROL
COMMENTS O-RINGS
NEDEED
- -
-'FROM tG' TO .,
OUTLET INLET USE
CONTOL CONTROL
( (FT) (FT)
1
2
661.76
661.77
662.27
662.27
INLET
2.36
OK
NO
2
3
660.65
660.66
661.33
661.33
INLET
3.43
OK
NO
3
4
659.62
659.64
660.28
660.28
INLET
2.97
OK
NO
_ 4
5
659.00
659.02
658.87
659.02
INLET
4.60
OK
NO
5
6
657.68
657.73
656.29
658.29
INLET
4.41
OK
NO
6
7
656.67
1 656.71
657.00
_
657.00
INLET
4.58
OK
NO
7
8
641.10
1 641.37
643.51
643.51
INLET
18.56
OK
NO
9
10
659.71
659.80
661.40
661.40
INLET
2.31
OK
NO
10
11
656.27
656.44
659.50
659.50
INLET
2.01
OK
NO
11
7 _
649.27
64 9.42
649.64
649.64
INLET
11.93
OK
NO
12
4
659.02
659.02
661.63
661.63
INLET
2.37
OK
NO
13
14
651.60
652.00
655.54
655.54
INLET
1.46
OK
NO

Drainage Area Map

house a measuring tool and begin drawing in
e map to measure. Results will display
tneath the toolsel. Change the measurement
tits with the drop own.
SQ Feet ;-AF—RP
Measurement Result
�38.577.0 Sq Feet
997
u
V

Wet Detention Pond

Permit No.
(to be provided by DWO)
W ATF9QG
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
Project name
Contact person
Phone number
Date
Drainage area number
9/29/2015
II. DESIGN INFORMATION
Site Characteristics
Drainage area
161,172 ft'
Impervious area, post -development
135,036 ft°
°%impervious
83.78 % /
Design rainfall depth
1.6 in 4/
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre -development 1-yr, 24-hr mnoft
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1-yr, 24-hr storm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the pens. pool elevation)
Top of 101t vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
10.799 ft' /
291 ft'
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
2.9 in
71.00 (unitless)
86,00 funitlessl
0.12 inlhr OK
1427 ft3fsec
11.61 ft'Isec
-2.66 ft'Isec
frost
frost
fmsl
trust
frost
fmsl
fmsl
If
(Y or N)
frost
Form SW401-Wet Detention Basin-Rev.9-4118112 Parts t. & II. Design Summary, Page 1 of 2

Permit
(to be Provided by DWO)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool
k�
Area REQUIRED, permanent pool
ftz
SAIDA ratio
(unitless)
Area PROVIDED, permanent pool, Ap,,,,, w
k`
Area, bottom of 10k vegetated shelf, Asp, m&f
k`
Area, sediment cleanout, top elevation (bottom of pond), Am pia k`
Volumes
Volume, temporary pool
ft3
Volume, permanent pool, Vpp,,,, pia
It
Volume, forebay (sum of forebays if more than one forebay)
k3
Forebay %of permanent pool volume
%
SAIDA Table Data
Design TSS removal
90 % V/
Coastal SAIDA Table Used?
N (Y or N)
MountaindPiedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
(unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Y (Y or N)
Volume, permanent pool, Vps.,„_ppy
ft4
Area provided, permanent pool, App,,,,_.
k`
Average depth calculated
3.00 It
Average depth used in SAIDA, d„, (Round to nearest 0.5k)
3.0 k OK
Calculation option 2 used? (See Figure 10-21h)
N (Y or N)
Area provided, pennanent pool, Ape, .
ft`
Area, bottom of 10tt vegetated shelf, As ,i„ it
It,
Area, sediment cleanout, top elevation (bottom of pond), A. pe„a
k°
"Depth" (distance b/w bottom of 10k shelf and top of sediment)
It
Average depth calculated
k
Average depth used in SAIDA, d„, (Round to down to nearest D.Si)
it
Drawdown Calculations
Drawdown through oHfice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (Co)
Driving head (Hp)
Drawdown through weir'?
Weir type
Coefficient of discharge (C..)
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of fiowpath to width ratio
Length to width ratio
Trash rack for overflow & onfice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
Y (Y or N)
1.50 in
in'
0.60 (unitless)
2.17 It
N (Y or N)
(unitless)
(unitless)
It
It
14.27 k'/sec
10 06 ft3/sec/OK,
06 ry3lsec3.35 daysdraws down in 2-5 days.
3 :1 OK ✓
10 :1
OK /
10.0 k
OK ✓
3 :1
OK
2.5 :1
OK
Y
(Y or N)
OK
3.0 k
OK
N
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Drain valve located in riser.
Form SW401-Wet Detention Basin-Rev.gA/18/12 Pans I. & it Design Summary, Page 2 of 2

Permit
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials
Sheet No.
��
CZ• w
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- OH -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High Flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
2 Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
,1
I/4
G&- O�
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
qr0
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
A
7. The supporting calculations.
1
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
10, A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Part III. Required Items Checklist, Page 1 of 1

NAME PROJECT NO
NC
Drainage Area, (DA) =
3.70 ac
Impervious Area (c=0.95) =
3.10 ac
Pervious Area (c=0.35) =
0.60 ac
Cc =
0.85
Permanent Pool = 642.5
Bottom Elevation = 636.0
Average Depth Calculation:
Elevation
Area(sf)
Depth(ft) In Vol.
Cumm. Vol. (cf)
637.0
0
0.0
0
0
638.0
3357
1.0
1679
1679
639.0
4073
2.0
3715
5394
640.0
4837
3.0
4455
9849
641.0
5649
4.0
5243
15092
642.0
6509
5.0
6079
21171
642.5
8300
5.5
3702
24873
Average Depth =
Permanent Water Quality Pool
% Impervious =
Use Permanent Pool Depth =
SA / DA Ratio =
Required Surface Area =
Surface Area Provided =
Forebay Surface Area Provided =
Temporary Water Quality Pool
Design Storm Rainfall
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) _
Required Volume (design rainfall)(Rv)(DA) =
Volume Provided=
90°G, TSS Mountain and Piedmont Recion
kwolliii
83.8 %
3.00 ft
4.69 (from Tbl. 10-4)
7,558 sf
8,300 sf
1,678 sf 1,660 sf Required
(22% of Total)
1.00 in (1-year for volume control)
0.80 in/in
10,799 cf = 400 cy
418 cy
SA ! DA Ratios
Penn:ment
Pool Depth
410 hnpervious
3.0
3.5
4.0
4.5
5.0
5.5
6A
6.5
7.0
10
0.90
0.80
0.80
0.70
0.60
0.60
0.50
0.50
0.50
20
1.50
1.30
1.10
1.00
1.00
0.90
0.90
0.90
0.80
30
1.90
1.80
1.70
1.50
1.40
1.40
1.30
1.10
1.00
40
2.50
2.30
2.00
L90
1.80
1.70
1.60
1.60
1.50
50
3.00
2.80
2.50
2.30
2.00
1.90
1.90
1.80
1.70
60
3.50
3.20
2.80
2.70
2.50
2.40
2.20
2.10
1.90
70
4.00
3.70
330
3.10
2.90
2.70
2.50
2.40
2.20
80
4.50
4.10
3.80
3.50
3.30
3.00
2.80
2.70
2.60
90
3.00
4.50
4.00
3.80
3.50
3.30
100
290
2.80

Contour
Elm
(ft)
Contour
Area
(sf)
Iner.
Storage
(cQ
Ace+nn.
Storage (S)
(c0
Stage
(Z)
(ft)
]a(S)
In
Zcsl
642.5
8300
-
-
-
-
6410
10;109
4,692
4,692
0.50
8,45
-069
0,57
644.0
11,291
10.980
15,572
I50
9.65
041
1.57
6450
12,145
11,718
27,290
2,50
10.21
0,92
L52
6460
13,031
12.588
39.878
350
10.59
1.25
349
647.0
1+950
13,491
53,369
4,50
10.88
1.50
4.46
6480
14,900
14;725
67,794
5.5(l
11.12
1.70
5.47
649.0
15.982
15391
83.195
6.50
11.33
187
6.50
650.0
16,896
16,389
99.574
7.50
11,51
2,01
758
Regression Output:
b= 1.177140663 (X Variable Coeff)
Ks, 9180
Stage - Storage Equation is of the fonn: S=tKs)(Zl
Check of Ks and b: S=Ksz
Storage Area
Stage
26.995
'_5
40.114
3.5
53,923
4 5
68,291
5.5
33.132
6.5
95,384
7.5
❑arrel
n lactor=
0,013
Dia. of Orif ice =
I8.00 inches
Area of Orifice,(Ao)=
3.53 sf
I'll. Length, (L) =
900 feet
Friction Coelf. (Kp) -
0,01550
I.P. of Barrel=
393.00 feet
&acrcr
Fie, of Riser Uot = 403.00 feel
rcnla,
Dia. of Riser = 0 iaehes
Weir Lenfgh= - feet
Amaof Riser= - sq. ft.
Reenalmdar:
Length of Riser =
4 beet
Widtbof Riser=
4 feet
Weir Length=
16 feel
Area efRiser=
16 5q.0.
13MICI
Dia. of Bartel =
1.5 inches
In, of Control Barrel =
642.50
Min, Water Quality WSE
643.65
Area
0,012'72
ns+oatwase+�w.c_r-+dc,ccsmn+aa . m Page 1 of 2

Al' `§....
Control
TOI"AL
'ITNIE
INFLOW
5FORAOE
S"IAGE
BARREL
011'1"FLOW
min
cfs
12
(fl)
Ll
tcEl
0.00
0.00
10799
1.15
00633
0,0613
5.00
0.00
10799
1.15
0.0633
0,0631
10.00
000
10780
1.15
0.0633
0.0633
15.00
0,00
10761
1.14
0,0632
0.0632
2000
0.00
10742
1.14
0.0632
0.0632
25.00
0.00
10723
1.14
0.0631
0.0631
10.00
0.00
10704
1.14
0.0611
0.0631
35.00
0,00
10685
L14
0.0630
0.0630
40.00
0.00
10666
1.14
0.0630
00630
45.00
0.00
10647
1.11
0.0629
0.0629
50.00
0.00
10629
1.13
00629
0,0629
55.00
0.00
10610
1.13
0.0628
0.0628
(10.00
000
1059)
1.13
0.0628
0,0628
65,00
000
10572
1.13
0.0627
0.0G17
70,00
0.00
10553
1.11
00617
00627
75.00
0.00
10534
1.12
0.0E_6
0.0G26
80.00
000
10516
1.12
0,0626
0 0626
81.00
0,00
10497
1.12
0.0625
0.0625
90,00
000
10478
1,12
0.0625
0,0625
95.00
0.00
10459
1.12
00615
00615
100.00
0.00
10441
1.12
0.0624
0,0624
105.00
0.00
10422
1.11
0.0624
0.0624
1 1000
0,00
10403
1.11
0.0623
00623
115.00
0,00
10184
1.11
00623
0,0613
120.00
0.00
10166
I' l I
0.06"
0,0621_
125.00
0.00
10347
1.11
0.0622
0.0622
13000
'0.00
10328
1.11
0.0621
0.0621
139.00
0.00
10310
1.10
0,0621
0.0621
140.00
0.00
10291
1.10
0.000
0.0610
145.00
0.00
10273
1.10
0.0620
0.0620
150.00
0.00
10254
1.10
00619
00619
155.00
0,00
10235
1.10
00619
0,0619
WOO
0,00
10217
1.10
00618
0,0618
165.00
0.00
10198
1.09
0.0618
0,0618
170.00
0.00
10180
109
0,0617
0.0617
175,00
0,00
10161
1.09
0.0617
0.0617
4750.00
0.00
38
0.01
0.0057
0.0057
4755.00
0,00
36
0.01
0.0096
0.0056
4760.00
0,00
34
0.01
0.0055
0.0055
4765,00
0,00
33
0,01
0.0054
0,0054
4770.00
0.00
31
0.01
00053
00053
4775A0
0,00
30
0.01
00052
0.0052
4780.00
0,00
28
0.01
0.0050
0.0050
4785.00
0.00
27
0.01
00049
00049
4790.00
0.00
25
0.01
0,0048
0.0048
4795,00
0.00
24
0.01
0,0047
O.o047
4800,00
0.00
12
0.01
00046
00046
4805,00
0.00
21
0.01
00044
00044
4810.00
0.00
19
0.01
0.0043
0.0043
4815.00
0.00
18
0.01
00041
0,0041
4910.00
0.00
17
0.00
00011
0.0041
80,33 hours 3.35 dais
Pond drains completely down n time 4,820 minnlCS or 335 days.
resivmmo<o,. m Page 2 of 2

'Hydraflow Table of Contents
Barringers Trace SW.gpw
Hydraflow Hydrographs Extension for Auto CAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Wednesday, 09 / 9 / 2015
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 3, Reservoir, DETENTION............................................................................. 4
PondReport - WET POND... ............................................................................................... 5
2 - Year
SummaryReport......................................................................................................................... 6
HydrographReports................................................................................................................... 7
Hydrograph No. 3, Reservoir, DETENTION............................................................................. 7
10 - Year
SummaryReport......................................................................................................................... 8
HydrographReports................................................................................................................... 9
Hydrograph No. 3, Reservoir, DETENTION............................................................................. 9
100 - Year
SummaryReport ....................................................................................................................... 10
HydrographReports................................................................................................................. 11
Hydrograph No. 3, Reservoir, DETENTION........................................................................... 11
IDFReport .................................................................................................................. 12

1
Watershed Model Schematic
Hydraflow Hydrographs Extension for Auto CAD® Civil 3D0 2015 by Autodesk, Inc, v10.4
ED
�V5
Legend
Hyd. Origin Description
1 SCS Runoff SITE PRE DRAINAGE
2 SCS Runoff SITE POST DRAINAGE
3 Reservoir DETENTION
4 SCS Runoff BYPASS
5 Combine ROUTED
Project: Barringer's Trace SW.gpw
Wednesday, 09 / 9 ! 2015

2
Hydrograph Return Period Repay
ydra ow Hydrographs Extension for AutoCADO Civil 3DO2015 by Autodesk, Inc. 00.4
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
--
14.27
21.92
---
---
45.23
----
— — —
86.49
SITE PRE DRAINAGE
2
SCS Runoff
--
9.750
12.82
21.25
--
34.44
SITE POST DRAINAGE
3
Reservoir
2
0.073
0.084
0.109
0.138
DETENTION
4
SCS Runoff
11.61
17.31
---
----
34.36
---
--
64.28
BYPASS
5
Combine
3,4
11.66
17.36
--
34.43
64.38
ROUTED
Proj. file: Barringer's Trace SW.gpw
Wednesday, 09 / 9 / 2015

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO2015 by Autodesk, Inc. v10.4
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
14.27
2
718
29,330
--
SITE PRE DRAINAGE
2
SCS Runoff
9.750
2
716
19,751
---
---
SITE POST DRAINAGE
3
Reservoir
0.073
2
1442
16,674
2
644.09
16,627
DETENTION
4
SCS Runoff
11.61
2
718
23,529
--
--
BYPASS
5
Combine
11.66
2
718
40,203
3.4
--
--
ROUTED
Barringer's Trace SW.gpw
Return Period: 1 Year
Wednesday, 09 / 9 / 2015

-Hydrograph Report
4
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. v10.4
Wednesday, 091912015
Hyd. No. 3
DETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.073 cfs
Storm frequency
= 1 yrs
Time to peak
= 24.03 hrs
Time interval
= 2 min
Hyd. volume
= 16,674 cuft
Inflow hyd. No.
= 2 - SITE POST DRAINAGE
Max. Elevation
= 644.09 ft
Reservoir name
= WET POND
Max. Storage
= 16,627 cuft
Storage Indication method used.
Q (cfs)
10.00
�rIH
AM
A91I1I
2.00
0.00
0 10
— Hyd No. 3
DETENTION
Hyd. No. 3 -- 1 Year
20 30 40
Hyd No. 2
50 60 70 80 90
® Total storage used = 16,627 cuft
Q (cfs
10.00
FireriIIIIIIIIIIIIII
4.00
2.00
1 0.00
100
Time (hrs)

Pond Report 5
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2015 by Autodesk, Inc. v10.4 Wednesday, 09 / 912015
Pond No. 1 - WET POND
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 642.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
642.50
8.300
0
0
0.50
643.00
10,469
4,681
4,681
1.50
644.00
11,291
10,876
15,558
2.50
645.00
12,145
11,714
27,272
3.50
646.00
13,031
12,584
39,856
4.50
647.00
13,950
13,487
53,343
5.50
648.00
14,900
14,421
67,763
6.50
649.00
15,882
15,387
83,150
7.50
650.00
16,896
16,385
99,535
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrtRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
0.00
1.50
0.00
Crest Len (ft)
= 16.00
10.00
0.00
0.00
Span (in)
= 15.00
0.00
1.50
0.00
Crest El. (ft)
= 649.00
649.00
0.00
0.00
No. Barrels
= 1
0
1
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 636.00
0.00
642.50
0.00
Weir Type
= 1
Broad
--
---
Length (ft)
= 62.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 9.68
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(inthr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
No
Yes
No
TIN Elev. (ft)
= 0.00
Note: CuNerIK),dice ouffl s are analyed under inlet(c) and oudet(m) mntml. Weir risers checked for orifice mnulhons(ic) and submergence(a).
Stage /
Storage / Discharge
Table
Stage
Storage
Elevation
Chi, A
Chi, B CIV C
PrtRsr Wr A
Wr B
Wr C Wr D Exftl User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs cfs cfs cfs cfs
0.00
0
642.50
0.00
- 0.00
- 0.00
0.00
- - -- - 0.000
0.50
4,681
643.00
14.32 is
- 0.04 is
- 0.00
0.00
- - -- - 0.039
1.50
15,558
644.00
14.32 is
- 0.07 is
- 0.00
0.00
- - - - 0.071
2,50
27,272
645.00
14.32 is
- 0.09 is
- 0.00
0.00
- - -- - 0.092
3.50
39,856
646.00
14.32 is
- 0.11 is
- 0.00
0.00
- - - - 0.110
4.50
53,343
647.00
14.32 is
- 0.12 is
- 0.00
0.00
- 0.124
5.50
67,763
648.00
14.32 is
- 0.14 is
- 0.00
0.00
- - 0.138
6.50
83.150
649.00
14.32 is
--- 0.15 is
- 0.00
0.00
-- -- - -- 0.150
7.50
99,535
650.00
21.56 is
-- 0.01 is
- 21.53 s
26.00
-- -- -- -- 47.55

M
Hydrograph Summary Report
HydraBow Hydrographs Extension for Auto CAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
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
21.92
2
718
44,081
---
---
SITE PRE DRAINAGE
2
SCS Runoff
12.82
2
716
26,168
SITE POST DRAINAGE
3
Reservoir
0.084
2
1442
20,297
2
644.59
22,515
DETENTION
4
SCS Runoff
17.31
2
718
34,647
--
- — -
BYPASS
5
Combine
17.36
2
718
54,944
3,4
---
ROUTED
Barringer's Trace SW.gpw
Return Period: 2 Year
Wednesday, 09 / 9 / 2015

7
•Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2015 by Autodesk, Inc. v10.4
Wednesday, 09 / 9 / 2015
Hyd. No. 3
DETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.084 cfs
Storm frequency
= 2 yrs
Time to peak
= 24.03 hrs
Time interval
= 2 min
Hyd. volume
= 20,297 cuft
Inflow hyd. No.
= 2 - SITE POST DRAINAGE
Max. Elevation
= 644.59 ft
Reservoir name
= WET POND
Max. Storage
= 22,515 cuft
Storage Indication method used.
Q (cfs)
14.00
10.00
: M
. m
4.00
2.00
DETENTION
Hyd. No. 3 -- 2 Year
0.00 1
0 10 20 30 40
— Hyd No. 3 — Hyd No. 2
Q (cfs
14.00
12.00
10.00
2.00
0.00
50 60 70 80 90 100
Time (hrs)
® Total storage used = 22,515 tuft

Hydrograph Summary Report
Hydraffow Hydrographs Extension for AutoCAD® Civil 3D02015 by Autodesk, Inc. v10.4
t
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
45.23
2
718
90,752
SITE PRE DRAINAGE
2
SCS Runoff
21.25
2
716
44,355
—
SITE POST DRAINAGE
3
Reservoir
0.109
2
1444
28,383
2
645.97
39,457
DETENTION
4
SCS Runoff
34.36
2
718
69,221
----
--
BYPASS
5
Combine
34.43
2
718
97,604
3,4
---
---
ROUTED
Barringer's Trace SW.gpw
Return Period: 10 Year
Wednesday, 09 / 9 / 2015

9
+iydrograph Report
Hydraflow Hydrographs Extension for Auto CAD® Civil 3D02015 by Autodesk, Inc. v10.4
Wednesday, 09 / 9 / 2015
Hyd. No. 3
DETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.109 cfs
Storm frequency
= 10 yrs
Time to peak
= 24.07 hrs
Time interval
= 2 min
Hyd. volume
= 28,383 cult
Inflow hyd. No.
= 2 - SITE POST DRAINAGE
Max. Elevation
= 645.97 ft
Reservoir name
= WET POND
Max. Storage
= 39,457 cuft
storage Indication method used.
Q (cfs)
24.00
20.00
16.00
12.00
cM
4.00
0.00
0 10
— Hyd No. 3
DETENTION
Hyd. No. 3 -- 10 Year
20 30 40
— Hyd No. 2
50 60 70 80 90
® Total storage used = 39,457 cuff
Q (cfs
24.00
20.00
16.00
KPAI ;
R-11H:
4.00
1 0.00
100
Time (hrs)

Gff7
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D02015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(H)
Total
strge used
(cuff)
Hydrograph
Description
1
SCS Runoff
86.49
2
716
175,423
---
----
----
SITE PRE DRAINAGE
2
SCS Runoff
34.44
2
716
74,079
---
---
SITE POST DRAINAGE
3
Reservoir
0.138
2
1444
37,935
2
647.99
67,629
DETENTION
4
SCS Runoff
64.28
2
716
130,885
---
----
--
BYPASS
5
Combine
64.38
2
716
168,820
3,4
----
-----
ROUTED
Barringer's Trace SW.gpw
Return Period: 100 Year
Wednesday, 09 / 9 / 2015

11
4iydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2015 by Autodesk, Inc. 00.4
Wednesday, 0919 / 2015
Hyd. No. 3
DETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.138 cfs
Storm frequency
= 100 yrs
Time to peak
= 24.07 hrs
Time interval
= 2 min
Hyd. volume
= 37,935 cuft
Inflow hyd. No.
= 2 - SITE POST DRAINAGE
Max. Elevation
= 647.99 ft
Reservoir name
= WET POND
Max. Storage
= 67,629 cuft
Storage Indication method used.
DETENTION
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
— Hyd No. 3 —Hyd No. 2 ®Total storage used = 67,629 cuff

12
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Wednesday, 09 / 912015
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
62.1764
12.7000
0.8901
----
2
70.5293
12.7000
0.8761
-
3
0.0000
0.0000
0.0000
---
5
73.9989
12.9D00
0.8373
----
10
71.4402
12.3000
0.8016
----
25
61.9247
11.0000
0.7384
---
50
57.1576
10.2000
0.7004
-
100
14.7826
0.1000
0.3442
File name: Mount Pleasant.IDF
Intensity = B / (Tc + D)"E
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
4.82
3.86
3.23
2.79
2.46
2.20
1.99
1.82
1.68
1.56
1.46
1.37
2
5.69
4.57
3.84
3.32
2.93
2.63
2.39
2.19
2.02
1.88
1.76
1.65
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
6.61
5.38
4.56
3.97
3.53
3.18
2.90
2.67
2.47
2.31
2.17
2.04
10
7.27
5.93
5.04
4.41
3.93
3.55
3.25
2.99
2.78
2.60
2.45
2.31
25
7.99
6.54
5.59
4.90
4.39
3.99
3.66
3.40
3.17
2.98
2.81
2.66
50
8.50
6.96
5.96
5.25
4.72
4.30
3.96
3.68
3.44
3.24
3.06
2.91
100
8.44
6.67
5.81
5.26
4.88
4.58
4.34
4.15
3.98
3.84
3.72
3.61
Tc = time in minutes. Values may exceed 60.
Precio. file name: R:\102\36884-Barrinaefs Trace AD\Hvdraflow\Mount Pleasants.Dco
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
2.90
3.49
0.00
4.38
5.08
6.04
6.79
7.57
SCS 6-Hr
2.05
2.47
0.00
3.08
3.56
4.20
4.71
5.22
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
1.55
0.00
2.75
4.00
5.38
6.50
8.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

9/32015 w .ecmds.com/prinUanalysisf7l3O7/75444
� O
Erosion Control Materials Design Software
Version 5.0
Project Name: Barringers Trace
Project Number: 71307
Channel Name: Permanent Ditch
Discharge
11.15
Peak Flow Period
0.08
Channel Slope
0.038
Channel Bottom Width
2
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
C
Vegtation Type
Mix (Sod & Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Loam
C350 - Class C - Mix (Sod & Bunch) - Fair 50-75%
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana47633
Tel. [phone]
Fax [phone]
www. nagreen. com
Phase
Reach
Discharge
'elocih
Normal
, Tanning
Permissible
Calculated
Safet'
Remarks
Staple
Depth
N
Shear Stress
Shear Stress
Factor
Patterr
C350 Unvegetated
Straight
11.15
4.29
0.66 ft
0.038
3.2 lbs/ft2
1.55 lbs/ft2
2.06
STABLE
E
crs
It/s
C350 Reinforced
Straight
11.15
2.7
0.89 ft
0.071
11 lbs/112
2.1 Ibs/112
5.24
STABLE
E
Vegetation
cfs
ft/s
Underlying Substrate
Straigh
11.15
2.7
0.89 ft
--
1.2 Ibs/112
0.186 Ibs/112
6.46
STABLE
--
cfs
ft/s
http:/A~.ecmds.com/pr int/analysis/71307/75444 1l1

Outlet Protection Design

A
Outlet Protection De•
DATE
7/14/2015
PROJECT NAME
PROJECT NO
Barringer's Trace
36884
LOCATION
BY
Mount Pleasant, NC
JC
FES #8 - 36"
Qio= 10.03
cfs
Q10/Qfull =
0.10
Qfull = 101.00
cfs
V/Vfull =
0.67
Vfull = 14.30
fps
V =
9.60
fps
From Fig. 8.06.b.1:
Zone
=
2
From Fig. 8.06.b.2:
Dso
=
8
in
DMAx
=
12
in
Riprap Class
=
B
Apron Thickness
=
18
in
o
Apron Length
=
12.0
ft
Length
3
Apron Width = 3xDia
=
6
ft

f
er's Trace
"ION
Pleasant, NC
FES #13 - 24"
Q1o=
11.15 cfs
Qfull =
24.00 cfs
Vfull =
7.60 fps
From Fig.
8.06.b.1:
From Fig.
8.06.b.2:
Zone
Dso
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
TE
4/2015
JC
Q1o/Qfull =
V/Vfull =
V=
0.46
0.97
7.40 fps
2
8 in
12 in
B
18 in
12.0 ft
6 ft

L�strti1 or
�I�,I.1rlw tctP-
Y��
�a
Appendices
NEW YORK DOT DLSSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: 'Bank and channel fining procedures', New York Dcpar=mt
of Transportation. Division of Design and Construction, 1971.)
Note: To use the following than you must know:
(1) Q full capacity
(2) Qio
(3) V full
(4) Via
where Q = discharge in cfs and V = Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diamcmr.
For pipe arch, arch and box culverts, and paved channel outlets,
Do Ao. where A = crass -sectional area of flow at OadeL
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones I through 6).
Figure 8.06.b.1
DAWTER (Ft.)
9.06.5

R:st4a o�
ft v. 12M
Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel lining procedures", New York Department
of Transportation, Division of Design and Construction, 1971.)
Note: To use the following than you must know:
(1) Q full capacity
(2) Q10
(3) V full
(4) Vie
where Q = discharge in cfs and V = Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity Vo at culvert or paved channel outlet
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
DP A.. where A = emss-sectional area or flow at outlet
For multiple culverts, use Dv=1.25xDa of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones I through 6).
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Figure 8.06.b.1
OWAETER (Ft)
9.06.5