SW3190505_CALCULATIONS 010320_1/7/2020

YARBROUGH--WILLIAMS & HOULE, INC.
Planning + Surveying • Engineering
NCBELS C-0475
SC COA332
STORMWATER MANAGEMENT
CALCULATIONS
101111
The Courtyards on Lawyers Road
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�37
�� � '-.,.fig. •l r • � �.
May 24, 2019
REV. August 27,2019
REV. October 23, 2019
REV. December 31, 2019
CONTENTS:
• STORM ,DRAINAGE CALCULATIONS
• SPREAD CALCULATIONS
■ DROP INLET DEPTH CALCULATIONS
■ EROSION CONTROL SKIMMER BASIN CALCULATIONS
• EROSION CONTROL SEDIMENT BASIN CALCULATIONS
• EROSION CONTROL TEMPORARY DITCH CALCULATIONS
■ DETENTION SUMMARY
• WET POND #I- CALCULATIONS, HYDROCA❑ REPORT
• WET POND #2- CALCULATIONS, HYDROCAD REPORT
730 Windsor Oak Court, Charlotte, NC 28273 o P.O. Box 1198, Pineville. NC 28I34 e 704.5,56 I990 6 fax 704.556,0505

STORM DRAINAGE
CALCULATIONS

PROJECT NAME: THE COURTYARDS ON LAWYERS ROAD
STORM DRAINAGE CALCULATIONS
P. O .BOX 7007
VERSION 7.26.13
CHARLOTTE, N.C.28241
DATE : JANUARY 15, 2019
Phone: [phone]
Fax: [phone]
�Rr=v. 812712D 19
REV, 9/23/2019
YARBROUGH-WILLIAMS & HQULE, INC. = REV. 12/20/2019
Planning ■ Surveying ■ Engineering iREV.
OUTPUT FOR SUBMITTAL
PIPE SURFACE I LATERAL DRAINAGE DESIGN RUNOFF SECTION ACCUM. T� RAINFALL FES 1 HW PIP£ PIPE AREA WETTED DESIGN
FROM STRUCTURE TO COVER LENGTH SLOPE DRAINAGE PIPES AREA FREQUENCY MANNING'5 COEFF. FLOW TIME FLOW TIME USED INTENSITY RUNOFF q MAx DIAMETER DIAMETER OF PERIMETER VELRCITY
STRUCTURE TYPE STRUCTURE AT STRUCT. FEET 96 AREA AREA 707A! 10125150I700 Il C MINUTES MINUTES MINUTES 10.25,50,100 0(CFS) HWID: 1.2 REQUIRED DESIGNED FLOW {SF) F7 FPS
1
2
HW
MH
2
3
2.0
8A1D
124.88
9.25
2.24
17.33
17.33
3.33 2D.66
25
25
0.012
0.012
0.40
0A0
0.01
0.16
43.00
43.01
43.00
43.01
3.53
3.53
24.46 49.32
29.16
15.79
36
1.23
1 2. V7
19.91
22.
36
2.29
3.39
12.73
4
5
6
7
8
9
10
DI
❑1
MH
MH
MH
MH
MH
5
6
7
8
9
7b
11
1.0
1.0
2.2
2.0
1,2
2.6
3.8
82.58
36.80
102.84
74.41
120.72
191.14
54.40
0.97
0.50
0.60
0.50
0.50
0.50
0.50
0.63
1.10
21.72
22.82
22.82
22.82
22.82
22.82
4.85 27.67
25
25
25
25
25
25
25
0.012
0.012
0.012
0.012
0.012
Q.012
0.012
0.40
0.40
0.40
4-0
0.40
0.40
0.40
0.14
0.08
0.23
0.16
0.27
0.42
0.12
43.44
43.58
43.66
43.89
44.05
44.32
44.74
43.44
43.58
43.66
43.89
44.05
44.32 1
44.74
3.53
3.53
3.53
3.53
143
3.43
3.43
30.65
32.20
32.20
32.20
31.33
31.33
37.9E
26.23
36
3.iT
4.33
9.65
30.26
36
4.25
5.46
7.58
30.25
36
4.25
5.46
7.58
30.25
36
4.25
5.46
7.58
29.94
36
4.16
5.37
7.53
29.94
36
4.16
5.37
7.53
32.18
36
4.86
1 6.12
7.81
137
13
DI
DI
13
2
2.0
4.2
81.57
142.45
0.50
0.97
2.09
1.24
2.09
3.33
50
50
0.012
0.012
D.60
0.60
0.23
0.29
5.00
5.23
5.00
5.23
9.00
8.85
11.29
17.68
20.42
24
1.93
3.71
5.85
21.34
24
2.12
4.02
8.33
12
HW
10
16.70
0.50
4.85
4.85
50
Q.012
0.60
0.04
5.00
500
9.00
26.19 31.27
27.99
30
3.67
5.50
7.14
15
16
17
18
19
20
21
22
23
DI
DI
D[
01
D1
DI
MH
MH
MH
16
17
18
19
20
21
22
23
258
1.0
1.0
1.0
1.0
1.0
0.6
3.5
2.1
3.4
161.67
163.27
163.20
162.00
169.52
192.49
113.5E
87.29
141.26
1.52
1.57
1.84
1.57
1.33
0.50
0.50
0.50
0.5D
0.29
1.65
5.78
1.15 1
0.70 1
0.69
0.29
1.94
7.72
8.87
9.67
10.26
10.26
10.26
10.26
25
25
25
25
25
25
25
25
25
0.012
0.012
0.012
0.012
O.p12
0.012
0,012
0.012
0.012
0.40
0.40
DAD
0.40
0.40
0.40
0.40
0.40
0.40
0,74
0.42
0.28
0. 99
0.32
0.51
0.30
0.23
0.37
34.70
35,44
35.8T
36.15
36.44
36.75
37.26
37.56
37.78
34.70 1
35.44
35.87
36.15
36.44
36.75
37.26
37.56
37.78
3.96
3.91
3.91
3.86
3.86
3.86
3.82
3.82
3.82
0.46
3.04
12.08
13.71
14.79
15.86
15.66
15.6fi
15.66
4.99
15
0.13
0.63
3.62
10.D7
15
0.47
1.61
6.41
16.41
24
1.25
2.64
9.65
17.72
24
1,45
2.95
9.45
18.82
30
1,65
2.90
8.96
23.19
30
2.52
4.D0
6.30
23.08
30
2.45
3.93
6.38
23.08
30
2.45
3.93
6.38
23.08
30
2.45
3.93
6.38
26
27
DI
MH
27
28
2.0
1.0
200.45
64.00
0.75
0.60
0.64
0.64
0.64
50
50
0.012
0.012
0,60
0.60
0.67
0.23
M75.
9.00
g8-70
3.46
3.34
12.14
15
0.69
2.16
5.00
12.50
15
0.72
2.24
4.62
29
30
31
32
33
34
35
36
37
38
39
CB
CB
CB
CB
CB
CB
Ce
CB
CB
CS
DI
30
31
32
33
34
35
36
37
38
39
1 40
2.0
2.1
2.3
2.5
4.2
3.9
2.7
2.4
2.0
2.0
2.7
24.00
47.34
24.00
51.65
106.49
290.68
108.00
162.00
132.07
100.02
73.51
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.75
0.97
0.60
0.50
0.39
0.50
0.39
0.34
0.08
0.14
0.38
0.12
0.19
0.18
0.16
0.77
0.35
0.34
0.83
0.32
0.49
0.46
1.98
0.39
0.89
1.28
2.39
2.82
3.30
4.51
4.95
5.63
6.27
8.41
10
10
10
10
10
10
10
10
10
10
10
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
D.012
0.012
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.10
0.15
0.08
0.14
0.2E
0.75
0.26
0.36
0.25
D.24
0.16
5.D0
5.10
5.25
5.33
5.47
5.75
6.51
6.77
7.12
7.37
7.61
5.00
5.10
5.25
5.33
5.47
5.75
6.51
6.77
7.12
7.37
7.61
7.03
6.91
6.91
6.91
6.91
6J9
6.65
6.55
6.44
6.44
6.32
1.fi5
3.69
5.31
9.91
11.69
13.45
17.74
19.47
21.74
24.21
31.87
9.58
15
0.43
1.49
3.$4
12.97
15
0.78
2.39
4.71
14.87
15
1.06
3.18
4M
18.79
24
1.65
3.27
6.00
19.99
24
1.85
3.68
6.32
21.07
24
2.08
3.96
GAS
23.37
24
2.60
4.84
6.83
23.24
23.07
24
30
2.56 1
2.45
4.77
7.60
3.93
8.86
27.18
30
3.44
5.18
7.04
30.13
36
4.25
5.46
7.50

PROJECT NAND :
THE COURTYARDS ON LAWYERS
ROAD
STORM DRAINAGE CALCULATIONS
P. O .BOX 7007
VERSION 7.26.13
CHARLOTTE, N.C. 28241
DATE:
JANUARY
15, 2019
Phone:
Fav
704.556-I990
704-556-0505
OUT]
PIPE
SURFACE
LATERAL DRAINAGE
DESIGN
FROM
STRUCTURE
TO
COVER
LENGTH
SLOPE
DRAINAGE
PIPES AREA
FREQUENCY
MANI
STRUCTURE
TYPE
STRUCTURE
AT STRUCT.
FEET
96
AREA
AREA TOTAL
101251501100
40
DI
41
2.9
47.73
0.50
0.11
3.64 12.16
10
0A
41
CB
42
2.4
24.00
0.50
0.45
12.61
10
0.[
42
DCB
43
8.5
50.00
0.50
0.46
0.47 IM4
10
0.[
44
CI
45
2.0
187.71
0.85
0.23
0.23
10
0.0
45
Di
46
2.0
216.66
0.95
0.53
0.76
10
0.0
46
DI
47
2.0
166.27
1.08
0.71
1.47
10
0.0
47
Di
39
2.0
112.58
1.51
0.51
1.98
10
0.0
48
DCB
49
2.0
24.00
0.60
0.39
0.39
10
0.0
49
CB
50
2.1
216.00
0.88
0.31
0.70
10
0.0
50
Dcs
51
2.0
216.00
0.87
0.48
0.49 1.67
10
0.0
51
CB
52
2.0
143.42
0.84
0.48
0.48 2.63
10
0,0
52
CB
53
2.0
24.00
0.60
0.26
0.44!35.33Flo0.0
53
CB
40
2.3
81-00
0.60
0.31
0.0
54
CB
55
2.0
24.00
0.60
0.33
0.0
55
CB
52
2.1
59.18
0.60
0.11
0.44
10
0.0
56
DCB
50
2.0
24.00
0.60
0.49
0.49
10
0.0•
57
CB
51
2.0
24.00
0.60
0.48
0.48
10
0.01
58
DCB
36
2.0
24.00
0.60
0.46
0.46
10
0.0'
59
DCB
37
2.0
24.00
0.60
0.49
0.49
10
0.01
60
DCB
36
2.0
24.00
0.60
0.32
0.32
10
0.01
61
CB
62
2.0
128.68
1.07
0.48
0.48
10
0.01
62
CB
35
2.0
24.00
0.60
0.35
0.83
10
0.01
63
DCB
34
2.0
24.00
0.60
0.34
0.34
10
0.01
64
CB
33
2.0
24.00
0.60
0.35
0.35
10
0,01
65
CB
66
2.0
24.40
0.60 10.40
0.40
10
0.01
fib
CB
32
2.2 1
259.24
0.60 1
0.37
0.77
10 1
0.01
I �
-
REV.
8/27/2019
REV.
9I23/2019
YARBROUGH-WILLIAMS & HOULE, INC.
REV.
12/20/2019
Planning ■ Surveying • Engineering
1
REV.
-
)UT FOR SUBMITTAL
RUNOFF SECTION ACCUM_ Tr RAINFALL
FES I HW
PIPE PIPE AREA WETTED DESIGN
IING'5 COEFF. FLOW TIME FLOW TIME USED INTENSITY
RUNOFF I MAX
DIAMETER DIAMETER OF PERIMETER VELOCITY
1 C MINUTES MINUTES MINUTES 1 10,25,50,100
Q(CFS) HWID: 1.2
REQUIRED I DESIGNED FLOW (SF) FT FPS
12
0.60
0.10
7.77
7.77
6.32
46.08
34.60
36
5.69
1 7.07
8.10
12
0.60
0.05
7.87
7.87
6.32
47.79
35.07
36
5.84
1 7.25
8.18
12
0.60
0.10
7.92
7.92
6.32
51.31
36.02
42
6.03
6.59
8.61
12
0.60
0.86
5.00
5.00
7.03
0.97
7.36
15
0.27
1.06
3.63
12
0.60
0.68
5.86
5.86
6.79
3.10
11.15
15
0.58
1.88
5.32
12
0.60
0.43
6.54
6.54
6.55
5.78
13.74
15
0.89
2.67
6.51
12
0.60
0.24
6.97
6.97
6.55
7.79
14.44
15
0.99
2.94
7.89
12
0.60
0.10
5.00
5.00
7.03
1.65
9.58
15
0.43
1.49
3.84
12
0.60
0.70
5.10
5.10
6.91
2.90
11.04
15
0.57
1.84
5.12
12
0.60
0.58
5.81
5.81
6.79
6.81
15.23
24
1.10
2.39
6.29
12
0.60
0.35
6.39
6.39
6.67
10.53
18.04
24
1.53
3.06
6.88
12
0.60
0.06
6.73
6.73
6.55
13.09
20.86
24
2.06
3.89
6.40
12
0.60
0.20
6.80
6.80
6.55
14.31
21.57
24
2.16
4.08
6.62
12
0.60
0.71
5.00
5.00
7.03
1.39
9.00
15
0.38
1.37
3.64
12
0.60
0.25
5.11
5.11
6.91
1.82
9.96
15
0.46
1.57
3.98
2
0.60
0.10
5.00
5.00
7.03
2.07
10.44
15
0.50
1.69
4.10
2
O.fiO
0.10
5A0
5.00
7.03
2.02
10.36
i5
0.50
1.69
4.01
2
0.60
0.10 1
5.00
5.00
7.03
1.94
10.19
15
0.49
1.65
3.97
2
0.60
0.10
5.00
5.00
7.03
2.07
10.44
15
0.50
1.69
4.10
2
0.60
0.11
5.00
5.00
7.03
1.35
8.90
15
0.38
1.37
3.53
2
0.60
0.44 1
5.00
5.00
7.03
2.02
9.29
15
0.41
1.45
4.90
2
0.60
0.09 1
5.44
5.44
6.91
3.44
12.64
15
0.74
2.28
4.66
2
0.60
0.11
5.00
5.00
7.03
1.43
9.10
15
0.40
1.41
3.61
0.60
0.11
5.00
5.00
7.03
1.48
9.20
15
0.40
1.41
3.71
Hit"
B11-
5.00
6.00
7.03
1.69
967
15
0.44
1.53
3.81
5.11
5.11
6.91
3.19
12.29
15 1
0.71
2.20
4.52

PROJECT NAIVE :
THE COURTYARDS ON LAWYERS ROAD
STORM DRAINAGE CALCULATIONS
P. O .BOX 7007
VERSION 7.26.13
CHARLOTTE, N.C. 28z41
DATE: JANUARY 15, 2019
P nne: 704-556-1990
Fax: [phone]
ym-1
YARBROUGH-WILLIAMS & HOULE, INC.
Planning ■ Surveying • F.rigineering
REV. 8/27/2019
REV. 9/23/2019
REV. 12/20/2019
REV.
OUTPUT FOR SUBMITTAL
�
PIPE SURFACE LATERAL DRAINAGE DESIGN RUNOFF SECTION ACCUM, Te
FROM STRUCTURE TO COVER LENGTH SLOPE DRAINAGE PIPES AREA FREQUENCY MANNING'S COEFF. FLOW TIME FLOW TIME USEQ
STRUCTURE TYPE STRUCTURE AT 5TRUGT. FEET AREA AREA TOTAL 10125I50m00 n C MINUTES MINUTES MINUTES
RAINFALL
INTENSITY RUNOFF
10,25,50A03 4{CFS}
Ff5 1 HW PIPE PIPE AREA WETTED DESIGN
R MAX piAMETER DIAMETER OF PERIMETER VELOCITY
HWID; 1.2 REQUIRED DESIGNED FLOW (SF) FT FPS
67
fib
69
70
71
71A
72
73
74
75
76
91
92A
79
80
80A
$1
82
83
84
85
CB
CB
G6
CB
CB
CS
C8
CB
CB
DCB
DCB
DCB
C8
CB
G8
CB
CB
CB
Di
NIH
CB
CB
MH
68
69
70
71
71A
72
73
74
75
76
91
92A
92
78
79
80
81
87
82
83
84
85
86
2.0
2.1
2.0
2A
2.3
2.3
2.1
2.4
3.2
3.5
3.0
4.9
6.5
6.4
6,6
6.6
6.4
6.4
7.7
9.5
7.2
8.2
5.6
24,00
105.68
108.00
24A0
50.38
81.29
24.00
40,04
24.00
155.12
101.77
215.50
98.08
24.52
51.11
134.24
34.60
34.$3
141.10
235.74
152.26
200.00
22.69
0.60
0.67
0.81
0.60
0.60
0.60
0.60
0.60
0.60
O.fiO
0.60
0$D
0.60
O.fiO
0.60
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.33
0.32
a.ZB
D.28
0.35
0.06
0.77
0.46
0.14
0.33
0.82
0.35
0.34
d.32
D.50
0.09
0.24
d.24
0.03
0.21
0
0.840
1.17d
0.67.10
0.99
4.33
5.63
0.12
0.40
0.54
2.39
U....
5.53
fi.$7
7.79
7.69
8.77
13.Z9
13,53
19.19
19.31
19.92
20.50
22.89
10
10
1a
D
0
0
0
0
10
10
10
iD
10
10
10
10
10
10
10
70
0.012UO
0.0120
0.012
0.0720
0.0120
0.012
0.012
0.012
0.012
0.012
0.012
0.012
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0.012
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0.60
0.60
0.60
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0.60
0.60
0.60
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0.11
0.39
0.34
0.08
0.14
0.23
0.07
0.10
0.06
0.37
0.23
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0.2292
OA5
D.11
0.29
0.05
0.07
0.26
0.44
0.28
0.37
0.04
5.00
5.11
5.50
5.84
5.92
6.05
8.28
6.35
6.45
6.51
8.88
T.11
7.80
7.86
7.97
8.215
8.30
8.3T
8.63
9.07
9.35
9.T1
5.00
5.11
5.50
5.84
5.92
6.05
6.28
6.35
5.45
6.51
6.88
7.91
T.BaT8
7.8$
T.9T
$.28
8.30
8.37
8.63
9.07
9.35
9.71
7.03
6.91
6.91
6.79
A 79
fi.67
6.67
6.67
6.67
6.55
6.55
6.44
6.32
6.32
6.2D
6.20
fi30
6.08
5.96
5.96
5.84
1.39
2.70
3.86
4.93
9.78
9.85
10.53
12.37
17.46
18.44
24.30
25.21
29.14
33.23
49.41
50.31
71.35
70.42
71.22
73.30
80.21
9.00
11.Z9
12.45
14.46
18.7a
18.T5
19.22
20.42
23.24
23.72
26.30
Z6.6T
2$.16
30,61
35.52
35.7$
40.76
40.56
40.74
41.18
42.59
15
15
15
15
24
24
24
24
30
36
36
42
42
42
42
42
42
42
42
42
48
0.38
0.60
a.72
0.99
1.61
1.65
1.73
1.93
2.52
2.64
3.26
3.35
3.71
4.32
5.91
5.91
7.85
7.85
7.85
8.D5
8.49
1.3T
1.92
2.24
Z.94
3.20
3.27
3.39
3.71
4Ad
3.77
4.43
4.18
4.51
5.D6
6.48
6.48
8.35
8.35
8.35
8.57
044
3.64
4.51
5.34
4.99
6.07
5.97
6.08
6.41
6.94
6.99
7.44
7.52
7.$5
7.fi9
8.37
8.52
9.09
8.98
9.0$.04
9.10
9.44
87
88
88A
89
DI
DI
DI
DI
88
88A
89
74
2.0
2.0165.13
2.0
2.0
231.44
133.49
137.44
0.86
0.85
0.90
0.60
0.15
0.40
0.30
0.32
0.15
0.55
0.85
1.17
10
10
10
10
0.012
0.012
0.012
0.012
0.60
D.50
0.60
0,60
1.22
0.59
0.42
0.47
5.00
6.22
6.81
7.23
5A0
6.22
6.81
7.23
7.03
8.67
6.55
6.44
0.63
2.20
3.34
4,52
8.25
10.02
11.59
14.00
15
75
15
15
0.20
0.47
0.63
0.92
0.86
3.16
1.fi1
2Aa
2.75
4.fi5
5.37
4.92
90
HW
71
34.38
4.34
0.84
0.84
10
0.012
0.60
0.06
5.00
5.00
7.03
3.54 5.53
8.82
15
0.37
1.33
9.63
77
DCB
75
2.0
24.00
0.62
0.67
0.67
10
DA12
0.60
0.09
5.00
5.00
7.03
2.83
11.85
15
0.63
2.00
4.49
93
D1
79
2.0
34.13
1.55
0.99
0.99 1
10
0.012
0.60
0.08
5.00
5.00
7.03
4.18
11.37
15
0.60
1.92
6.98
94
CB
83
2.2
24.00
0.60
0.40
0.40
10
0.012
0.60
0.11
5.00
6.00
7.03
1.69
9.67
15
0.44
1.53
3.81
95
96
DI
CB
96
84
3.0
2.0
44.46
24.00
4.16
0.60
0.36
0.18
0.36
0.54
10
10
0.012
0.012
0.60
0.60
0.1D
0.10
5.00
5,10
5.00
5.10
7.03
6.91
1.52
2.24
6.47
10.76
15
15
0.21
0.54
0.90
1.77
7.12
4.18
97
DI
98
2A
d7,51
1.96
1.91
1.91
10
G.a12
0.60
0.09
5. 00
5.a0
7.03
8.06
13.93
15
0.92
2.75
8.78

PROJECT NAME :
THE COURTYARDS ON LAWYERS ROAD
yw-1
REV
/2Q19
STORM DRAINAGE CALC[TLATIDNS
VERSION 7,26.13
DATE: JANUARY 15, 2019
_
P. O .BOX 7007
CIiARtoTT�, N.�. asxal
_ Phone: [phone]
YARBRGi7GH-WILLIAMS & HoULE,,
1'Purrrrirrg � Surveying ■ Engineering
INC.
REV. -
REV.
REV.
E9/23/2019
12120/2019
-
Fax: [phone]
OUTPUT
FOR SUBMITTAL
FROM
STRUCTURE
STRUCTURE
TYPE
TO
STRUCTURE
PIPE
COVER
AT STRUCT.
LENGTH
FEET
SLOPE
",.
SURFACE LATERAL DRAINAGE
DRAINAGE PIPES AREA
AREA AREA TOTAL
DESIGN
FREpUENCY
101251501100
MANNING'S
n
RUNOFF
COEFF.
C
SECTION
FLOW TI1NE
MINUTES
ACCUM.
FLOW 71ME
MINUTES
Tc
USED
MINUTES
RAINFALL
INTENSITY
10,25,50,10Q
RUNOFF
O(CFS]
FES 1 HW
4 MAx
HWID: 1.2
PIPE
DIAMETER
REQUIRED
PIPE
DIAMETER
DESIGNED
AREA
OF
FLOW [SF]
WETTED
PERIMETER
FT
DESIGN
VELOCITY
FPS
98
99
CB
CB
99
85
2,0
2.3
24.00
55.79
D.fiO
1.80
0.34
0.14
2.25
2.39
10
10
0.012
0.012
0.60
0.60
0.07
0.10
5.09
5.1fi
5.09
5.16
6.91
6.91
9.33
9.91
18.37
15.29
24
24
1.57
1.57
3.14
.14
.94
5.94
100
101
102
103
104
105
106
CB
C8
CB
DCB
CB
CB
CB
DCB
101
102
103
104
106
106
107
80
2.0
2.0
2.0
2.0
2.0
2.0
6.1
5.4
72.66
105A0
166.39
149.48
100.47
171.19
24.00
39.60
1.18
0.85
0.99
0.99
0.90
0.50
Q50
0.50
0.32
0.20
0.32
0.49
0.47
0.29
0.30
0.53
0.32
0.33 0,85
0.33 1.50
0.35 2.34
0.40 3.21
3.50
3.80
4.33
10
10
10
10
10
10
10
10
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.27
0.33
0.44
0.35
4.23
0.4T
0.07
0.11
�5_.27
5.59
6.03
fi.38
6.61
7.08
7.14
5.00
5.27
5.59
6.03
6.38
6.fi1
7.08
7.14
7.03
6.91
6.79
fi.67
fi.6T19.19
6.55
6.44
6.44
1.35
3.52
6.11
9.37
13.76
14.67
16.72
T.83
11.94
14.27
16.74
21.99
22.53
23.66
15
15
15
18
24
24
24
24
0.30
0.66
0.9fi
1.32
1.73
2.27
2.39
2.66
7.14
2.08
2.8T
3.30
3.39
b.27
4.46107
4.96
4.57
5.34
6.3T
9
7.07
05
E
109
CB
101
2.0
24.00
0.60
0.33
0.33
10
0.ai 2
0.60
0.11
500
5A0
7.03
1.39
9.00
15
110
CB
102
2.0
24.00
0.60
0.33
0.33
10
0.012
O.fiO
0.11
5.00
5.00
T.03
1.39
9.00
15
gl-64
111
CB
103
2.0
24.00
0.50
D.35
0.35
10
D.012
0.60
0.11
5.00
5.00
7.03
1.48
9.20
15
0.404
112
C8
104
2.0
24.00
0.60
0.40
0.40
10
0.012
0.60
0.11
5.00
5.00
7.03
1.69
9.67
15
123
123
123A
124
125
114
115
116
117
118
108
CB
CB
CS
CB
CB
CB
CB
CB
>3C8
C$
CB
123
123A
124
125
114
115
116
117
118
108
81
2.1
2.1
2.0
2.0
2.3
2.0
2.0
2.0
5.6
5.9
6.2
57.59
57Z9
107.26
24.00
168.20
112.00
99.03
109.80
55.38
24.00
29.04
0.60
2.88
2.8T
0.60
2.55
0.94
0.73
0.55
0.50
0.50
0.50
0.29
0.29
0.05
0.1$
0.16
0.47
0.32
D.28
0.44
0.16
0.17
0.64
0.93
0.98
1.16
0.44 1.76
0.49 2.72
0.33 3.37
0.34 3.99
0.64 5.07
5.23
10
10
10
10
10
10
10
10
10
10
0.012
0.012
0.012
0.012
0. 112
0.012
0.012
O.p12
0.012
012
0MOO.
a.60
0.60
0.6D
0.60
0.60
0.60
0.fi0
0.60
O.60
D.60
0.60
OA9
0.11
0.21
0.08
0.29
0.25
0.24
0.28
0.14
0,06
0.07
5.00
5.09
5.21
5.41
5.49
5.78
fi,03
6.27
6.55
6.69
6.T5
5.00
5.09
5.21
5.41
5.49
5.78
6.03
fi.27
6.55
6.69
6.75
7.03
6.91
6.91
6.91
6.91
6.79
fi.67
6.67
6.55
6.55
6.55
2.70
3.86
4.a6
4.81
7.30
11.08
73.49
1&98
19.94
20.57
21.23
11.54
9.83
10.03
14.33
12.77
18.00
20.32
22.84
25.27
25.57
25.88
15
15
15
15
15
24
24
24
3D
30
30
0.61
0.46
OA7
0.97
0.75
1.49
1.93
2.4fi
2.95
3.08
3.14
7.96
1.57
1.61
2.90
2.32
3.01
3.71
4.58
4.55
4.71
4.79
4.40
8.41
8.58
4.94
9.69
7.44
7.00
6.50
6.75
6.69
6.77
126
bf
125
2.0
33.91
0.60
0.44
0.fi0
0.14
5.00
5.00
7.03
1.86
10.03
15
0.47
1.61
3.92
113
CB
114
2.0
24.00
0.60
0.49
!0.49
0.60
0.10
5.00
5.00
7.03
2.0710.44
15
0.5a
1.69
4.10
119
DCB
117
2.0
24.00
0.60
0.64
0.60
0.09
5.00
5.00
7.03
2.70
11.54
15
0.61
1.96
4.40
120
CB
116
2.0
24.07
0.60
0.34
0.34
10
0.012
0.60
0.11
5.00
5.00
7.03
1.43
9.10
15
0.40
1.41
3.61

PROJECT
NAME:
THE COURTYARDS
ON LAWYERS
ROAD
YAREROUGH-WILLIAMS & HOULE, INC. _
Planning a Surveying • Engineering
STORM DRAINAGE
CALCULATIONS
P. O .HOX 7007
VERSION 7.26.13
CHARLOTTE, N.C.28241
DATE :
JANUARY
15, 2019
Phone: [phone]
Fax.
704-556-0505
OUTPUT FOR SUBMITTAL
FROM
STRUCTURE
STRUCTURE
TYPE
TO
STRUCTURE
PIPE
COVER
ATSTRUCT.
LENGTH
FEET
SLOPE
%
SURFACE
DRAINAGE
AREA
LATERAL
PIPES
AREA
DRAINAGE
AREA
TOTAL
DESIGN RUNOFF I SECTION ACCUM, Tc RAINFALL
FREQUENCY MANNINGS COEFF, FLOW TIME FLOW TIME USED INTENSITY
1012&501100 n C MINUTES MINUTES MINUTES 10,25,50,100
RW
Q((
121
CB
115
2.0
24.00
0.60
0.33
0.33
5.00 5.00 7.03
10 0.012 0.60go.0
1.
132
133
134
HW
DCB
CB
133
134
135
1.2
1.6
29.97
61.00
49.58
4.14
0.60
0.60
5.18
0.66
0.56
0.3fi
5.18
6.20
6.76
10 0.012 0.fi0 26.60 26.60 3.89
10 0.012 0.60 0.15 26.64 26.64 3.89
10 0.012 0.60 0.12 26.79 26.79 3.69
12,
74.
15.
136
CB
133
2.0
113.48
0.60
0.36
0.36
10 0.012 0.60 0.51 5.00 5.00 7.03
1..'
138
138A
CB
CB
138A
42
2.0
2.0
62.28
47.82
0.60
0.60
0.30
0.17
0.30
0.47
10 0.012 0.60 0.29 5.00 5.00 7.03
10 0,012 0.60 0.20 5.29 5.29 6.91
140
DDI
141
1.4
193.69
0.50
7.15
7.15
10 0.012 0.60 0.53 37.20 1 37.20 3.27
14.E
REV. 8/27/2019
REV. 9/23/2019
REV. 12/20/2019
REV.
FES 1 HW PIPE
PIPE
AREA
WETTED
DESIGN
OFF Q MAX DIAMETER
DIAMETER
OF
I PERIMETER
VELOCITY
FS) HWID: 1.2 REQUIRED
DESIGNED
FLOW [SFj
FT
FPS
19 9.00
15
0.38
1.37
3.64
08 17.90 14.09
24
0.94
2.14
12.82
46 21.65
24
2.20
4.14
6.57
,6 22.36
24
2.35
4.40
6.71
2 9.30
1 S92-31
1.45
3.68
7 8.68
15
1.30
3.58
5 10.21
15
1.65
3.98
13 22.15
24
4.33
6.07

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SPREAD CALCULATIONS

INLET SPREAD CHART
Version 9,27.12 ►N( /1�
VC K
Proiect Parameters YARSRQUGH-WILLIAMS & HOULE, INC.
730 Windsor Oak Ct.
Charlotte, NC 28273
Phnnr• 7C14-55A-I49[1
Intensity, 4.00 1 Planning • Surveying • Firgineering Fax: [phone]
C: 0.60
Crown: 0.0208 -Input 0.0208 or 0.0313 L I = input cells
11GK Project Aflame: THE COURTYARDS ON LAWYERS ROAD Date: FEB. 3, 2019
Inlets on Slope
INLET
DRAINA0F
SLUPI:
BYPASS
TYPE
SUKFQ
t3YPASSQ
SURF
INLET
BYPASS
SLOPL
a
ARIA %(
LONG
TO INLETt.
INLET
K
SUB
RECEIVED
TOTAL
Qum
QSLN7
rRANS
n
SPRLAD
REMARKS
u
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65
040
1.78
I00
S
24
096
0.00
0.96
0.19
0.17
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0.016
I00
0.32
1.18
101
S
21
0.77
0.17
0.93
0.18
0.16
0.0208
0.016
6.6
101
0.20
1.18
102
S
21
0.48
0.16
0.64
0.61
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5.8
1091
0.33
1.18
110
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0.79
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0.79
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0.09
0.0208
0.016
6.2
102
0.32
1.18
1031
S
21
0.77
0.03
0.79
0.70
0.091
0.0208
0.0161
6.3
110
o.3-;l
1.18
111
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0.79
0.09
U.88
0.75
0-131
0.0208
0.016
6.5
103
0.49
1.18
104
D
21
1.18
0.09
1.27
165
0-001
0.0208
0.016
7.5
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0.35
1.18
112
S
21
0.84
0.13
0.91
0.80
0.181
0.0208
0.016
6.8
10.1
0.47
1.19
105
S
21
1.13
0.00
1.13
0.97
0.25
0.0208
0.016
71
112
0.40
1.19
107
S
21
0.96
0.18
1.14
0.88
0.26
0.0208
n n 16
7.2
105
0.29
1.19
106
S
21
0.701
0.23
0.93
0.78
0.17
0.0208
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6.7
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0.30
2.39
119
S
27
0.72
0.17
0.89
0.77
0.11
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0.53J
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0.77
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5.3
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0.46
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0.70
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0.38
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5.2
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0.18
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4.2
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0.47
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Inlets at Sag
INLET
DRAINAGE
SURFQ
BYPASS Q
SURF Q I
SLOPE
SINGLE - "S"
DEP-1-II
U
AREA
SUB
RECEIVED
TOTALI
TRANS.
DOUBLE _ -D"
(D)
SPREAD
RI:MARKS
117
0.44
1.06
0.06
1.11
0.0208
17
0.11
5.05
119
0.64
154
0.24
1.78
0.02U8
D
0.14
6.89
133
0 66
1.38
0.14
1.72
0.020S
D
0.14
6.74
134
056
1.34
0.00
1.34
0.0208
S
0.15
7.26
831
0.21
0 50
0.00
0.50
0.0208
S
0.08
3.78
94
0.4
D.96
0.00
0.96
0.0208
S
4.12
5.80

INLET SPREAD CHART
Version 927.12 ►N(1�J1
Prflect Parameters YARBROUGH-WILLiAMS & HOULE, INC.
Intensity: 4.00 Plca'rrxir:g • Surveying • Engineering
C: 1 0.60
Crown: 0.0208 1 - Input 0.0208 or 0.0313 = Itl ut ceus
VGK Project Name: THE COURTYARDS ON LAWYERS ROAD
730 Windsor Oak Ct.
Charlotte, NC 28273
Phone: [phone]
Fax. [phone]
Date: FE8. 3, 2019
Inlets an Slope
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TYPE
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24
0.89
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0.34
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S
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0.82
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0.82
0.74
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6.4
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0.39
1.06
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0.94
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0.94
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1.20
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0.191
1.08
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0.941
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0.67
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0.82
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6.9
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0.44
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0.29
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0.41
0.48
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0,72
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0.78
0.69
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6.6
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1.03
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0.26
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0.26
0.37
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0.62
0.22
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0.77
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6.6
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0.41
0.10
0.50
0.62
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0.0209
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6.2
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0.33
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0.79
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0.79
0.74
0.05
0.0209
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6.4
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0.321
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0.77
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0.77
0.72
0.04
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6.4
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0.28
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0.67
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0.72
0.69
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6.7
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0.41
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5.0
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1.00
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1.10
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1.12
0.92
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7.3
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0.10
1.04
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0.24
0,I10
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0.351
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4.1
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0.33
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0.79
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6.4
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4.1
Inlets at Sag
iNLET
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EROSION CONTROL
SKIMMER BASIN
CALCULATIONS

P. a .sax 7007
i
YARSRQUGH-WILLIAMS Sr HOULE, INC.
Planning • Surveying - Engineering
CHARLOTTE, N.C-28241
70
Phone. [phone]-I99d
Fax: [phone]
PROJECT:
THE COURTYARDS
ON LAWYERS ROAD
OATS:
Februag 27.2019
SKIMMER BASIN
DESIGN - MECK
COUNTY STO. 80.02A,
STATE STO.
DETAIL *1 CU, BAFFLE SPACING 3D.19
SKIMMER
REQUIRED SURFACE AREA REQUIRED STORAGE
SASIN
DRAINAGE
DENUDED
010
SURFACEAREA PROVIDED STORAGE VOLUME(CF) 1
NO
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AREA (AC.)
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1.08
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SKIMMER BASIN #3
Calculate Skimmer Size
Basin Volume in Cubic Feet 6,606 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain' 3 ❑ays Orifice Radius 0.8 Inch[es]
Orifice Diameter 1.6 Inch[es]
'In NC aa6ume 3 days ld drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME Q Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

SKIMMER BASIN #5
Calculate Skimmer Size
Basin Volume in Cubic Feet Ll
Cu.Ft Skimmer Size 2.0 Inch
Days to Drain" Days Orifice Radius 0.8 Inch]es]
Orifice Diameter 1.7 Inch[es]
'In NG assume 3 days to dram
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME a Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

SKIMMER BASIN #6
Calculate Skimmer Size
Basin Volume in Cubic Feet 1,962 Cu.Ft Skimmer Size 1.6 Inch
Days to Drain' 3 Days Orifice Radius 0.5 inch[es]
Orifice Diameter 0.9 Inch[es]
In NC assume 3 doys to dram
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft
Bottom dimensions in feet Feet
Depth in feet Feet

SKIMMER BASIN #7
Calculate Skimmer Size
Basin Volume in Cubic Feet 4,878 Cu.Ft Skimmer Size 1.5 Inch
Days to Drain* 3 Days Orifice Radius 0.7 Inch[es]
Orifice Diameter 1.5 Inch[es]
'In NC assume 3 days to dram
Estimate Volume of Basin LLngth Width
Top of water surface in feet Feet VOLUME 0 Cu, Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

EROSION CONTROL
SEDIMENT BASIN
CALCULATIONS

P. 0.BOX 7007
ymi
CHARLOTTE, N.C. 28241
Phone, 704.55&1990
Fax: [phone]
YARBROUGH-WILLIAMS & HOULE, INC.
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SEDIMENT BASIN #1
Calculate Skimmer Size
Basin Volume in Cubic Feet 57,096 Cu.Ft Skimmer Size 4.0 Inch
Days to ❑rain* 3 Days Orifice Radius 1.9 Inch[es]
Orifice Diameter 3.9 Inch[es]
'Irr NC assume 3 pays to dukrn
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

SEDIMENT BASIN #2
Calculate Skimmer Size
Basin Volume in Cubic Feet 40.410 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 3 Days Orifice Radius 1.6 Inch[es]
Orifice diameter 3.3 Inch[es]
In NC assume 3 days to dram
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

EROSION CONTROL
TEMPORARY DITCH
CALCULATIONS

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ENGINEERING.com I Open Channel Flow Calculator Page l of I
DIVERSION DITCH #1
Other Calculators Open -Channel Flow
Air Flow Conversion
Calculator
This calculator uses Ch&y and Manning's
formula to calculate the wetted perimeter,
hydraulic radius, flow area, Ch&zy coefficient and flow velocity.
�+
Atmospheric Calculator
For experimental values of Manning's n factor, click tiere
-+
Block Wall Calculator
Required Information
Concrete Column
Calculator
Enter the SIvp9:
Enter the Channel Tog
F
Width (ft):
r•
Concrete Volume
Calculator
Enter the Channel Bottom
Width
rq�
Enter the Channel
(ft):
Height (ft):
Energy Conversion
Calculator
Enter the Fiow Dopth jftj: 27
Enter the n value:
p3
�r
Isentropic Flow Relations
Calculator
Results
The wetted perimeter is 4.707E It
The flow is ftlis
Laser Real Time unit
The flow area is ft2
The flow is 1294.112 gallmin
Converter
The hydraulic radius is 2218- ft
The vefocity is 2.80304 W,
y
Normal Flow Relations
Calculator
The C value is
y
Oblique Flow Relations
Calculate
Resr3t
Calculator
Open -channel Flow
Calculator
Properties of Welds
-
Treated as Lines
Calculator
—
Shaft Speed Calculator
Torque Transmitted by
Clutch Calculator
�r
Water Pump Engineering
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ENGiNEERING.com � Open Channel Flow Calculator Page 1 of 1
DIVERSION DITCH #2
Other Calculators Open -Channel Flow
Air Flow Conversion
~
Calculator
This calculator uses Chezy and Manning's formula to calculate the wetted perimeter,
hydraulic radius, now area, Ch&y coefficient and now velocity.
Atmospheric Calculator
For experimental values of Manning's n factor, click here
-»
Block Wall Calculator
Required Information
Concrete Column
Calculator
Enter the Slope:
Q309
Enter the Channel Top 4
Width (ft):
Concrete Volume
Calculator
Enter the Channel Bottom
Width 13 1
Enter the Channel
(ft):
height (ft):
-.
Energy Conversion
Calculator
Enter the Flow Depth (ft):
1,58
Enter the n value: Q3
Isentropic Flow Relations
Calculator
Results
The wetted perimeter is 11.5Q8 ft
The flow is 92.918C fels
Laser Beal Tlrno Unit
The flow area is �1 Q.981 to
The flaw is 141701.61' gallmin
~
Converter
The hydraulic radius is Q.9541 ft
The velocity is 8.46171 ftls
..
Normal Flow Relations
Calculator
The C value is 49.279�
�.
Oblique Flow Relations
Calculate
Reset
Calculator
Open -channel Flow
y
Calculator
Properties of Weids
-
Treated as Lines
Calculator
-►
Shaft Speed Calculator
Torque Transmitted by
Clutch Calculator
Water Pump Engineering
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ENGINEERING.cofn I Open Channel Flow Calculator Page 1 of 1
DIVERSION DITCH #3
Other Calculators Open -Channel Flow
Air Flow Conversion
Calculator
This calculator uses Ch6zy and Manning's formula to calculate the wetted perimeter,
hydraulic radius, flow area, Ch6zy coefficient and flow velocity.
�
Atmospheric Calculator
For experimental values of Manning's n factor, click her*
�
Black Wall Calculator
Required Information
Concrete Column
~
Calculator
Enter the Slope:
,0149 1
Enter the Channel To p 4Q J
Width (ft):
�
Concrete Volume
Calculator
Enter the Channel Bottom
Width
i
1
Enter the Channel
7
tfij:
.
Height (Ft):
Energy Conversion
Calculator
Enter the Flow Depth [ft): 1.295
Enter the n value: D3
"
Isentropic Flow Relations
Calculator
Results
The wetted perimeter is 1t}.31E ft
The flow is 43.671 i ft-1s
Laser Real Time Unit
The flaw area is 8,3171 ft'
The flow is 19599.87, gaumin
Converter
The hydraulic radius is D.8fl6C ft
The velocity is 5.25D81 fills
Normal Flow Relations
Calculator
The C value is 47,913�
Oblique Flow Relations
Cakculat�
Reset
Calculator
Open -channel Flow
Calculator
Properties of Wolds
-+
Treated as Lines
Calculator
Shaft Speed Calculator
w
Torque Transmitted by
Clutch Calcufator
+
Water Pump Engineering
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ENGINEERING.com I Open Cha[tnel Flow CaICulator Page l of l
DIVERSION DITCH #4
Other Calculators Open -Channel Flow
Air Ftow Conversion
Calculator
This calculator uses Ch6zy and Manning's formula to calculate the wetted perimeter,
hydraulic radius, flow area, Chezy coefficient and flow velocity.
rt
Atmospheric Calculator
For experimental values of Manning's n factor, click here
•+
Block Wall Calculator
Concrete Column
Required Ittfarmation
y
Calculator
Enter the Slope: .0361
Enter the Channel Top
Width (ft):
Concrete Volume
Calculator
Enter the Channel Bottom 1
Enter the Channel
Width (ft):
Height (it):
..
Energy Conversion Calculator
Enter the Flow ❑epth (ft):
3$2
Enter the n value: .03
Isentropic Flow Relations
Calculator
Results
The wetted perimeter is ft
The flow is 6.5$10s
Laser Real Time Unit
The flow area is 1.5$37 ft?
The flow is955.115' gallmin
Converter
The hydraulic radius is o.2924 ft
The velocity is 1574E ftls
Normal Flow Relations
Calculator
The C value is 40.463E
..
Oblique Flow Relations
Calf ulate
Reset
Calculator
r
Open -channel Flow
Calculator
Properties of Welds
+
Treated as Lines
Calculator
4
Shaft Speed Calculator
~
Torque Transmitted by
Clutch Calculator
�*
Water Pump Engineering
Back to
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ENGINEERING. com I Open Channel Flow Calculator
Page l of l
Other Calculators
Air Flow Conversion
Calculator
Atmospheric Calculator
so
Block Wall Calculator
Concrete Column
Calculator
Concrete Volume
Calculator
Energy Conversion
Calculator
Isentropic Flaw Relations
Calculator
Laser Real Time Unit
w
Converter
Normal Flow Relations
y
Calculator
Oblique Flow Relations
+r
Calculator
Open -channel Flow
Calculator
Properties of Welds
Treated as Lines
Calculator
-0
Shaft Speed Calculator
Torque Transmitted by
Clutch Calculator
Water Pump Engineering
Back to
~
ENGINEERING.com
DIVERSION DITCH #5
Open -Channel Flow
This calculator uses Chdzy and Manning's formula to calculate the wetted perimeter,
hydraulic radius, flow area, Chezy coefficient and flow velocity.
For experimental values of Manning's n factor, click here
Required Information
Enter the Slope: Enter the Channel Top 1
Width (ft): —___ E
Enter the Channel Bottom Enter Enter the Channei
{{7
Width tft]: 1—J Height (ft): I�
Enter the Flow Depth [ft]: 1.�4 Enter the n value: D3
Results
The wetted perimeter is 10.84e ft The flow is 46.1974 f6s
The flow area is 8.3327 ft The flow is 20733.43 gallmin
The hydraulic radius is 0.768 It The velocity is 5.5Ar10� fits
The C value is 47.�J34;
Calculate Resat
https://www.enginecring.com/calculatoi-s/opeti—channel—now.htin 4/24/2019

DETENTION SUMMARY

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WET POND #1
CALCULATIONS

YMI
YARBROUGH-WiLLIAMS & HoULE, INC.
Planning • Surveying • Engineering
Wet Pond Calculations P- O -8Ox 7007
References: NGDENR DWO 6MP Design Manual CHARLOTTE, N-C. 28241
Phone: [phone]
Date. 4126IM 19 Fax 704-5WO505
PROJECT: COURTYARDS ON LAWYERS ROAD
Base Data
Site Area Post = Total brainage Area (Ac) = 31 72 ac
Pre-dev. Drainage Area [ Ac] 9-58 ac
Past Dev. Impervious Area (Ac)
Measured Impervious Area - 41 %
Soils Tyoes: Cecil, Enon,
Zonino Residential
Hydrologic ❑ale
Pno --Clq
Land Use
soil Two
Hvclmlorlic Grow
CN
66,eirihtad I CN
4.71
Woods
H
%
27.04
1.97
Woods
C
70
14.39
2-90
Woods
❑
77
23.31
9.58
Pre
CN
8s
Post - CN
Aarpage
Land Use
Soil T e
Hvdrolocjic Grow
CN
(weightedl (weightedCN
12.99
BI 1 vt
98
40-13
3.45
Grass
S
61
8.63
7-22
Grass
C
74
16.84
8-06
Grass
❑
80
20-33
31.72
Post CN 84
CN 64

Steps 1 Determine if the development site and candilions are appropriate for the use of a
Wef Pond and consider any sits -specific design cumideralions.
Step 2 Compute Willer Oklalily Volume [WOv]
[ WOv for the Gaose Creeic Watershed shall he the difference In the dorm water runoff from the pre -development and post-developmenl conditions
for the t -year, 24 hour storm
step 3
Pre -development 1-year, 24 hr slam+ volume
Past -development t-year, 24 hr storm volurna =
DIFFERENCE IN 1 YEAR STORM VOLUME =
AT ELEV 662.92 THE VOLUME TREATED IS
Compute Site Hydrologic Input Parameters
Using SCS hydrologic pmcadures ariftr campular models the folldunm data can
he detormi nod for the developmenl site.
HYDROLOGIC INPUT DATA
11.412
135589
124,277 of regvlred for treatmanl
124,930 d RELEASED GRADUALLY DURING 120 HOURS
WITH A PEAK RATE OF Approx. 0.98 cfs
Condition
Area
CN
4 [hours]
4 (min)
Pre dev
9.58
ac
66
8,47
28.2
Post dev
31.72
at,
84
0.24
14.2

Rea uits of Preliminary Hydrologic Calculations
[From Computer Modal Results Using SCS Hydrologic Procedureal
Condition Runoff
aj,
Q2, ,
QSO,
0125.,,.,.
QW.M,
CIS
Cfe
cfs
Cfs
Chi
Pre -development Flow
1.70
1.67
8.39
12.48
15.96
Post Development Detained
102
1.94
3.85
4.60
5.12
The facility would require 2.05 ac-ft for
Water Quality Volume [WQvy treatment
Q100i,,
CIS
19.1B
10,12
Perm Pool Storage-Eleva
lion Da la
Elevation
Area {so
Area [ac]
Ht 1ft:1
Inc. Vol ja"d
Acc, Val (ac- tf
Ace. Vol [01
652.5
11WO-0
0.253
0.0
0.000
0.000
0
653
11500.0
0.264
0.5
0.124
0.129
5525
654
12400.0
0.285
1.5
0.274
0.403
17575
656
14400.0
0.331
&5
0.615
1.019
44375
656
16500.0
0 379
5.5 1
0,709
1.728
75275
660
18800.0
0.432
7.8
0.810
2.538
110575
660.5
21500.D
0.494
8.0
0231
2.770 1
120650
Permanent Pool Volume
Depth =
8.00
ft
PPE Elevation =
660.5
Shelf Elevation =
660
Bottom Elevation =
651.5
Bottom Elevation +1 =
652.5
PPE Surface Area =
21.500
sf
Shelf Ara. = 1
18.800
sf
Surface Area Bot Pond =
11,000
sf
Permanent Pool Volume =
120,650
Cf
Vshelf
762.5 cf
AN. De ui = 6.3a ft
Using avg = 6.08 and 41 k im ervlous cover, Min. SAA)A Ratio From State TaWe 1
Surface area required = 14897 sf
Surface area provided = 21500 sf
Step 4 Size Flow Diversion Structure- No Diversion Structure
Step 5 Compute Release Rates for Water Quality Conlrol
Compute the release rate for water quality control.
The water quality control volume [WQv] is to he released over a 2-day
duration beyond the center of rainfall (48 hours plus 3 hours] period.
Release Rate = 2.85 aot X 43560 ftzlacre 1(51 hra X 3800 seclhr)
0.677 cis

Slap 6
Compute Forebay Chamber Volume
The farebay chamber storage area above the litter media must be slzad to hold 20
percent of the water quality volume
Required Forebay Chamber Volume = 120650,00 cf K t0.201 =
- 2413E cl = 0.55 ac-ft
Proposed Foraboy Chamber Volume 1 22175 lcf
Forebay Chamber
Stora e-Elevation
Data
Elevation
Areas
Area (a a)
Ht IIII
Inc. Val ■c-R
Acc. Val ac-R
Ace. Vol c
655
2200.0
0.051
0.0
0.000
0.000
0.0
555
2800.0
0.064
1.0
0.057
0.057
250E-0
655
4000.0
0.092
3.0
0.155
0.213
9300 0
660
5600.0
0.129
5.0
0.220
0.434
18900.0
660.5
7500.0
0.172
5.5
0 075
0.509
221750
Step 7 Develop Water Quality Storage -Elevation Table
Permanent Pond Surface Elev = 660.5
Water Quality Storage -Elevation Data
Elevation
Area sf
Area at
Ht ft
Inc. Vol a c-ftj
Ace. Vol (ae-ft)
Ace. Vol
660.5
29000.0
0.666
0.0
0.000
0.0
661
34000.0
0.781
05
❑ 362
0.352
15750.E
663
41000.0
0.941
2.5
1.722
2.083
90750.E
665
48000.0
1.102
4.5
2.043
4.120
179750.0
667
55000.0
1.263
6.5
2.365
6.491
282750.0
659
63000.0
1.446
8.5
2.709
9.200
400750.0
Step 8 Route Runoff Hydrngraphs through Wet Pond
Role all of the appropriate runorl hydragraphs through The wet pond facility with the follovml9 goats;
Release water Quality volume tWQV1 within 40.120 hours
Seep 9 Water Quality Release OnTice Sizing
A-
35000.0
sf - avg.
h .=
2.50
C=
0.6
9=
32.2
t =
172800 sec = 4a firs
a=
0.13302
Dia=
5 in use 5Inch

Step 10 Calculalian forAntl-ilotahon Concrete Anchor
A BouyomGy
Etevallon
sf
sf 7.5' x 7.5'
Top of Dam =
669.00
Top of Box =
66775
Pond Shelf =
66s.00
Bollom W Box =
659.30
Box Area =
25
Anchor Area =
56 25
Anehorihmk %=
1
Area of Riser - Inside 18 of 1 Outside 25 sf
V (watwel4 = V (riser) + V(base fooling) _ {657.75-659.3} X (25y + 1.0 % (56 25) = 268 ct
Floatation = V(welwell) x V(water) � 267.5 of x 62.4 Iblcf = 16692 l0a
B Counter Bouyancy
Conc. IAR = (V(cona riser} + V(conc. Fooling)) x Conc. Unit Wt.
{(25.16) x (667.75.659. 30) • (56.25 x 1I} x 150 ibW = IW45 146
Eanh Wt = V(earth) X Earth Unil Wt.
(5625-25) X 1.21C 115 LMICIF = 4313 Io3
Anli-Fluatntion = 2058 Iba
C. Safety Factor = 1.4 1.1 requwad by NCDENR for AnMoahon
x 7.5' x

WET POND #1
HYDROCAD REPORT

is
PRE DRAINAGE AREA
#1
Subca# Reach On Lin�C Routing Diagram for Wet Pond # 7
Prepared by Microsoft, Printed 8/27/2019
HydroCADO 10.00-22 sln 05047 0 2018 HydroCAD Software Solutions tlC

Wet Pond # 1 Charlotte 24-hr 1-yr I yr Rainfall=2.58"
Prepared by Microsoft Printed 8/27/2019
H droCADO 10.00-22 sln 05047 ©2018 H droCAD Software Solutions LLC Page 2
Summary for Subcatchment 1 S: PRE DRAINAGE AREA #1
Runoff = 1.70 cfs @ 12.37 hrs, Volume= 0.262 af, ❑epth= 0.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Spa n= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 24-hr 1-yr 1 yr Rainfall=2.58"
Area (ac) CN ❑escrintion
4.710
55
GROUP B
1.970
70
GROUP C
2.900
77
GROUP ❑
9.580
65
Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft1ft
ftlsec
cfs
20.2
150
0.0470
0.12
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
4.7
250
0.0320
0.89
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
3.3
1,080
0.0300
5.40
43.24 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
28.2 1,480 Total
Subcatchment 1S: PRE ❑RAINAG E AREA #1
Hydrograph
r9 Runoff
Charlotte 24-h r 1-yr
1 yr Rainfall=2.58"
Runoff Area=9.580 ac
Runoff Volume=0.262 of
Runoff Depth=0.33"
LL
Flow Length=1,480'
Tc=28.2 min
CN=65
0
0 10 20 30 44 So 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)

Wet Pond # 1 Charlotte 6-hr 2-yr 2 yr Rainfall=2.28"
Prepared by Microsoft Printed! 8/27/2019
H droCAD® 10.00-22 s/n 05047 ©2018 H droCAD Software Solutions LLC Pacie 3
Summary for Subcatchmen t 1S: PRE DRAINAGE AREA #1
Runoff - 1.67 cfs @ 3.60 hrs, Volume= 0.175 af, Depth= 0.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 2-yr 2 yr Rainfall=2.28"
Area (ac) CN Description _
4.710 55 GROUP B
1.970 70 GROUP C
2.900 77 GROUP ❑
9.580 65 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft/ft
ftlsec
cfs
20.2
150
0.0470
0.12
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
4.7
250
0.0320
0.89
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
3.3
1,080
0.0300
5.40
43.24 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
28.2 1,480 Total
1
LL
Subcatchment 'I S: PRE DRAINAGE AREA #1
Hydrograph
Charlotte 6-hr
2-yr
2 yr Rainfall=2.28"
Runoff Area=9.580 ac
Runoff Volume=0.175 of
Runoff depth=0.22"
Flow Length=1,480"
Tc=28.2 min
CN=65
0 10 20 30 40 50 60 70 80 40 100 110 120 130 140 150 160 170
Time (hours)
■ 12unoTf

Wet Pond # 1 Charlotte 6-hr 10-yr 10 yr Rainfall=3. 72"
Prepared by Microsoft Printed 8/27/2019
H cOCAD®10.00-22 s/n 05047 ©2018 H droCAD Software Solutions LLC Page 4
Summary for Subcatchment 'I S: PRE DRAINAGE AREA #1
Runoff = 8.39 cfs @ 3.54 hrs, Volume= 0.695 af, Depth= 0.87'
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 10-yr 10 yr Rainfall=3.72"
Area (ac) CN Description
* 4.710 55 GROUP B
* 1.970 70 GROUP C
* 2.900 77 GROUP D
9.580 65 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft/ft)
(ftlsec)
(cfs
20.2
150
0.0470
0.12
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
4.7
250
0.0320
0.89
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
3.3
1,080
0.0300
5.40
43.24 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
28.2 1,480 Total
Subcatchment IS: PRE DRAINAGE AREA #1
Hydrograph
® Runaff
a Charlotte S-hr 10-yr
7 10 yr Rainfall=3.72"
Runoff Area=9.580 ac
6- Runoff Volume=0.695 of
Runoff Depth=0.87"
4 Flow Length=1,480'
Tc=78.2 m i n
3
CN=G5
0
p 10 20 30 40 50 60 7p 80 90 100 110 120 130 140 150 160 170
Time (hours)

Wet Pond # 1 Charlotte 6-hr 25-yr 25 yr Rainfall=4.38"
Prepared by Microsoft Printed 8/27/2019
H droCAD0 10.00-22 sln 05047 ©2018 H droCAD Software Solutions LLC Page 5
Summary for Subcatchment IS: PRE DRAINAGE AREA #1
Runoff - 12.48 cfs @ 3.47 hrs, Volume= 1.003 af, ❑epth= 1.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 25-yr 25 yr Rainfall=4.38"
Area ac CN Description
* 4.710 55 GROUP B
* 1.970 70 GROUP C
* 2.900 77 GROUP D
9.580 65 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(fee)
(ftlft)
(ft/sec)
(cfs)
20.2
150
0.0470
0.12
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
4.7
250
0.0320
0.89
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
3.3
1,080
0.0300
5.40
43.24 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
28.2 1,480 Total
1
0
LL
Subcatchment IS: PRE DRAINAGE AREA #1
Hydrograph
Charlotte 6-hr
25-yr
25 yr Rainfall=4.38"
Runoff Area=9.580 ac
Runoff Volume=1.003 of
Runoff Depth=1.26"
Flow Length=1,480'
Tc=28.2 m i n
CN=65
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
� Runoff

Wet Pond # 1 Charlotte 6-hr 50-yr 50 yr Rainfall=4.92"
Prepared by Microsoft Printed 8/27/2019
HydroCAD®10.00-22 s1n 05047 @ 2018 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1 S: PRE DRAINAGE AREA #1
Runoff = 15.95 cfs @ 3.45 hrs, Volume= 1.278 af, Depth= 1.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 50-yr 50 yr Rainfall=4.92"
Area (ac) CN Description
4.710 55 GROUP B
1.970 70 GROUP C
2.900 77 GROUP D
9.580 65 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ftlft)
(ft/sec
cfs
20.2
150
0.0470
0.12
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
4.7
250
0.0320
0.89
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
3.3
1,080
0.0300
5.40
43.24 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
28.2 1,480 Total
Subcatchment 1 S: PRE DRAINAGE AREA #1
Hydrograph
� RunoH
Charlotte 6-hr
50-yr
50 yr Rainfall=4.92"
Runoff Area=9.580 ac
Runoff Volume=1.278 of
Runoff Depth=1.60"
Flow Length=1,480'
Tc=28.2 m i n
CN=65
0 10 20 30 40 50 60 70 80 80 100 110 120 130 140 150 160 170
Time (hours)

Wet Pond # 1 Charlotte 6-hr 100-yr 100 yr Rainfall=5.34"
Prepared by Microsoft Printed 8/27/2019
H droCA❑O 10.00-22 sln 05047 a 2018 H droCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: PRE DRAINAGE AREA #1
Runoff = 19.18 cfs @ 3.45 hrs, Volume= 1.504 af, Depth= 1.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte E-hr 100-yr 100 yr Rainfall=5.34"
Area (ac) CN Description
* 4.710 55 GROUP B
* 1.970 70 GROUP C
* 2.900 77 GROUP ❑
9.580 65 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft/ft
ftlsec
cfs
20.2
150
0.0470
0.12
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
4.7
250
0.0320
0.89
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
3.3
1,080
0.0300
5.40
43.24 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 10.0' r= 0.50' n= 0.030
28.2 1,480 Total
21
Subcatchment 1S: PRE DRAINAGE AREA #1
Hydrvgraph
Charlotte ■
1!
00 ` a
f%Runoff • i
Runoff ■
Runoff ■ a •
-r Flow Length=1,480'
% •
CN=.2 min
ff�
W711 sj '4
® Runoff

POST WP # 1
S4 Reach on Link
Wet Pond # 1

Wet Pond # 1 Charlotte 24-hr 1-yr 1 yr Rainfall=2.58"
Prepared by Microsoft Printed 12/30/2019
HydroCAD@ 10.00-22 s/n 05047 O 2018 HydroCAD Software Solutions LLC - _ ` Page 2
Summary for Subcatchment 4S: POST WP # 1
Runoff = 45.27 cfs @ 12.12 hrs, Volume= 3.115 af, Depth= 1.18"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 24-hr 1-yr 1 yr Rainfall=2.58"
Area (ac)— CN_ Description
31.720 84 Post -Development
Tc
Length
Slope
Velocity Capacity
Description
min
feet
ft/ft
ftlsec cfs
9.2
150
0.0470
0.27
Sheet Flow, Sheet Flaw
Grass: Short n= 0.150 P2= 3.50"
3.3
250
0.0320
1.25
Shallow Concentrated Flow, Shallow flow
Short Grass Pasture Kv= 7.0 fps
1.7
563
0.0320
5.58 44.66
Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
14.2 963 Total
Subcatchment 4S: POST WP # 1
Hydrog raph
SO
48.
45.27 cFa
4Charlotte 24-hr 1-yr
44
42
40 1 yr Rainfall=2.58"
38
36 34 Runoff Area=31.720 ac
3:
30Runoff Volume=3.115 of
JT 26 Runoff Depth=1.18"
22 Flow Length=963'
20-
18 Tc=14.2 min
16
14- CN=84
12-
10
S
6
4
2
0
0 10 20 30 40 50 t30 70 80 30 100 110 120 130 140 150 160 170
Time (hours)
EJ Runoff

Wet Pond # 1 Charlotte 24-hr 1-yr 9 yr Rainfall=2.58"
Prepared by Microsoft Printed 12/30/2019
HydroCAD@ 10.00-22 s/n 05047 d 2018 HvdroCAD Software Solutions LLC Paae 3
Summary for Pond 33P: Wet Pond # 1
Inflow Area = 31.720 ac, Inflow Depth = 1.18" for 1 yr event
Inflow - 45.27 cfs @ 12.12 hrs, Volume= 3.115 of
Outflow = 1.02 cfs @ 19.02 hrs, Volume= 3.111 af, Atten= 98%, Lag= 413.8 min
Primary - 1.02 cfs c@ 19.02 hrs, Volume= 3.111 of
Routing by Stor-lnd method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 663.13' @ 19.02 hrs Surf.Area= 41,392 sf Storage= 95,631 cf
Plug -Flow detention time= 1,252.6 min calculated for 3.110 of (100% of inflow)
Center -of -Mass det. time= 1,252.2 min ( 2,098.8 - 846.6 )
Volume Invert Avail.Stora e Storage Description
#1 660,50, 399,250 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf Area
Inc Store Cum.Store
feet
s -ft
cubic -feet cubic -feet
660.50
29,000
0 0
661.00
34,000
15,750 15,750
662.00
37,000
35,500 51,250
663.00
41,000
39,000 90,250
664.00
44,000
42,500 132,750
665.00
48,000
46,000 178,750
666.00
51,000
49,500 228,250
667.00
55,000
53,000 281,250
668.00
59,000
57.000 338,250
669.00
63.000
61,000 399,250
Device Routing
I nvert
Outlet Devices
#1 Primary
659,30'
18.0" Round Culvert L= 59.5' Ke= 0.500
Inlet/ Outlet invert= 659.30' 1 659.00' S= 0.0050 T Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2 Device 1
660.50'
5.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
663.20'
8.0" Vert. Orifice/Grate C= 0.600
#4 Device 1
667.75'
16.0` long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 .1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=1.02 cfs @ 19.02 hrs HW=663.13' (Free Discharge)
t-1=Culvert (Passes 1.02 cfs of 14.76 cfs potential flow)
2=OrificelGrate (Orifice Controls 1.02 cfs @ 7.49 fps)
3=❑rifice/Grate ( Controls 0.00 cfs)
=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)

Wet Pond # 1 Charlotte 24-hr 1-yr 1 yr Rainfall=2.58"
Prepared by Microsoft Printed 12/30/2019
HydroCAD® 10.00-22 sln 05047 © 2018 HydroCAD Software Solutions LLC Page 4
N
LI
O
LL
Pond 33P: Wet Pond # 1
Hydrvgraph
0 10 20 30 40 50 50 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
■ Inftow
® Primary

Wet Pond # 1 Charlotte 24-hr 7-yr WQV Rainfall=2.46"
Prepared by Microsoft Printed 12/30/2019
H droCAD® 10.00-22 sln 05047 Q 2018 H droCAD Software Solutions LLC Page 5
Summary for Subcatchment 4S: POST WP # 1
Runoff = 41.61 cfs @ 12.12 hrs, Volume= 2.868 af, Depth= 1.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 24-hr 1-yr WQV Rainfall=2.46"
Area ac CN Description
31.720 84 Past-Develooment
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft/ft)
(ft/sec)
(cfs
9.2
150
0.0470
0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.50"
3.3
250
0.0320
1.25
Shallow Concentrated Flow, Shallow flow
Short Grass Pasture Kv= 7.0 fps
1.7
563
0.0320
5.58
44.66 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
14.2
46-
44-
42
40.
38
36
34
32
30.
_ 28
N 26
v 24
22
20,
18
16-
14
12.
10
a-:
6
4-
2-.
0
963 Total
Subcatchment 4S: POST WP # 1
Hydrograph
Charlotte 24-hr 1-yr
WQV Rainfall =2.46"
Runoff Area=31.720 ac
Runoff Volume=2.868 of
Runoff ❑epth=1.09"
Flow Length=963'
Tc=14.2 min
CN=84
10 20 30 40 50 60 70 80 90 100 110 120 130 14❑ 150 160 170
Time (hours)
i9 Runoff

Wet Pond # 1 Charlotte 24-hr 1-yr WQV Rainfall=2.46"
Prepared by Microsoft Printed 12/30/2019
HydroCADO 10.00-22 sln 05047 © 2018 HydroCAD Software Solutions LLC Pane 6
Summary for Pond 33P: Wet Pond # 1
Inflow Area = 31.720 ac, Inflow Depth = 1.09'' for WQV event
Inflow = 41.61 cfs @ 12.12 hrs; Volume= 2.868 of
Outflow = 0.98 cfs @ 18.91 hrs, Volume= 2.864 af, Atten= 98%, Lag= 406.9 min
Primary = 0.98 cfs @ 18.91 hrs, Volume= 2.864 of
Routing by Stor-Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 13
Peak Elev= 662.92' @ 18.91 hrs Surf.Area= 40,683 sf Storage= 87,013 cf
Plug -Flow detention time= 1,209.1 min calculated for 2.864 of (100% of inflow)
Center -of -Mass det. time= 1,208.7 min ( 2,057.7 - 849.0 )
Volume Invert Avaii.Storage Storage Description
41 660.50' 399,250 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum. Store
(feet
(sq-ft)
(cubic -feet) (cubic -feet)
660.50
29,000
0 0
661.00
34,000
15,750 15,750
662.00
37,000
35,500 51,250
663.00
41,000
39,000 90,250
664.00
44,000
42,500 132,750
665.00
48,000
46,000 178,750
666.00
51,000
49,500 228,250
667.00
55, 000
53,000 281,250
668.00
59, 000
57,000 338,250
669.00
63,000
61,000 399,250
Device Routin2
Invert
Outlet Devices
#1 Primary
659.30'
18.0" Round Culvert L= 59.5' Ke= 0.500
Inlet 1 Outlet Invert= 659.30' 1659.00' S= 0.0050'1' Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2 Device 1
660,50'
5.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
663.20'
8.0" Vert. Orifice/Grate C= 0.600
#4 Device 1
667.75'
16.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary ❑utFlow Max=0.98 cfs @ 18.91 hrs HW=662.92' (Free Discharge)
I-'1=Culvert (Passes 0.98 cfs of 14.16 cfs potential flow)
2=GrificelGrate (Orifice Controls 0.98 cfs @ 7.16 fps)
3=GrificelGrate ( Controls 0.00 cfs)
=Broad -Crested Rectangular Weir i Controls 0.00 cfs)

Wet Pond # 1 Charlotte 24-hr 1-yr WQV Rainfall=2.46"
Prepared by Microsoft Printed 12/30/2019
Hi droCADQ 10.00-22 s/n 05047 Q 2018 H droCAD Software Solutions LLC Pacie 7
46
44
42
40
38
35
34
32
30
_ 28
26
U
24
0 22
FL 2❑
18
16
14
12
10
8
6
4
2
Pond 33P: Wet Pond # 1
Hydrograph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
■ Int7ow
■ Primary

Wet Pond # 1 Charlotte 6-hr 2-yr 2 yr Rainfall=2.28"
Prepared by Microsoft Printed 12130/2019
H droCADB 10.00-22 s/n 05047 Q 2018 H droCAD Software Solutions LLC Page 8
Summary for Subcatchment 4S: POST WP # 1
Runoff = 49.23 cfs @ 3.28 hrs, Volume= 2.506 af, ❑epth= 0.95"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 2-yr 2 yr Rainfall=2.28"
Area ac CN Description
31.720 84 Post -Development
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft/ft)
(ft/sec)
(cfs
9.2
150
0.0470
0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.50"
3.3
250
0.0320
1.25
Shallow Concentrated Flow, Shallow flow
Short Grass Pasture Kv= 7.0 fps
1.7
563
0.0320
5.58
44.66 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r = 0.50' n= 0.030
14.2 963 Total
Subcatchment 4S: POST WP # 1
Hydrograph
5s
Charlotte6-hr
45 2-yr
40- 2 yr Rainfall=2.28"
35 Runoff Area=31.720 ac
39 Runoff Volume=2.506 of
25 Runoff Depth=0.95"
20 Flow Length=963'
15- Tc=14.2 min
10 CN=84
5
p-
0 10 20 30 40 50 6o 70 80 90 100 110 120 130 140 150 160 170
Time {hours}
iR Runoff

Wet Pond # 1 Charlotte 6-hr 2-yr 2 yr Rainfall=2.28"
Prepared by Microsoft Printed 12/30/2019
H droCAD@ 10.00-22 sln 05047 C) 2018 H droCAD Software Solutions LLC Page 9
Summary for Pond 33P: Wet Pond # 1
Inflow Area =
31.720 ac,
Inflow Depth = 0.95"
for 2 yr event
Inflow =
49.23 cfs @
3.28 {ors, Volume=
2.506 of
Outflow =
1.04 cfs @
6.20 hrs, Volume=
2.503 af, Atten= 98%, Lag= 175.2 min
Primary =
1.04 cfs @
6.20 hrs, Volume=
2.503 of
Routing by Stor-Intl method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 1 3
Peak Elev= 663.20' @ 6.20 hrs Surf.Area= 41,601 sf Storage= 98,522 cf
Plug -Flow detention time= 1,193.0 min calculated for 2.503 of (100% of inflow)
Center -of -Mass det. time= 1,192.8 min ( 1,419.3 - 226.5 )
Volume Invert Avail.Storage Storage Description
#1 660.50, 399,250 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
660.50
29,000
0 0
661.00
34,000
15,750 15,750
662.00
37,000
35,500 51,250
663.00
41,000
39,000 90,250
664.00
44.000
42,500 132,750
665.00
48,000
46,000 178:750
666.00
51,000
49,500 228,250
667.00
55,000
53, 000 281,250
668.00
59,000
57,000 338,250
669.00
63,000
61,000 399,250
Device Routing
Invert
Outlet Devices
#1 Primary
659.30'
18.0" Round Culvert _. 59.5' Ke= 0.500
Inlet l Outlet Invert= 659.30' 1659.00' S= 0.0050'I' Cc= 0.900
n= 0.012. Flow Area= 1.77 sf
#2 Device 1
660,50'
5.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
663.20'
8.0" Vert. Orifice/Grate C= 0.600
#4 Device 1
667.75'
15.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=1.04 cfs @ 6.20 hrs HVV=663.20' (Free Discharge)
t-1=Culvert (Passes 1.04 cfs of 14.96 cfs potential flow)
2=Orifice/Grate (Orifice Controls '1.04 cfs @ 7.60 fps)
3=DrificelGrate (Orifice Controls 0.00 cfs @ 0.06 fps)
=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)

Wet Pond # 9 Charlofte 6-hr 2-yr 2 yr Rainfall=2.28"
Prepared by Microsoft Printed 12/30/2019
H droCADB 10.00-22 s/n 05047 ©2018 H droCAD Software Solutions LLC Page 10
55
50
45
40
35
7
� 30
3
25
LL
20-
15
10
5
Pond 33P: Wet Pond # 1
Hydrograph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
■ Inflow
■ Primary

Wet Pond # 1 Charlotte 6-hr 10-yr 10 yr Rainfall=3. 72"
Prepared by Microsoft Printed 12/30/2019
H droCADO 10.00-22 sln 05047 C) 2018 H droCAD Software Solutions LLC Page 11
Summary for Subcatchment 4S: POST WP # 1
Runoff = 103.44 cfs @ 3.27 hrs, Volume= 5.620 af, Depth= 2.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 10-yr 10 yr Rainfall=3.72"
Area ac CN Description
31.720 84 Post -Development
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ftlft
ftlsec
cfs
9.2
150
0.0470
0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.50"
3.3
250
0.0320
1.25
Shallow Concentrated Flow, Shallow flow
Short Grass Pasture Kv= 7.0 fps
1.7
563
0.0320
5.58
44.66 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
14.2 963 Total
Subcatchment 4S: POST WP # 1
Hyd rograph
f15
11
10 oa.aa �rS
100 Charlotte 6-hr 10-yr
95 10 yr Rainfall=3.72"
90 .
a5 so Runoff Area=31.720 ac
75 7a Runoff Volume=5.620 of
60 Runoff ❑epth=2.13"
iz so. Flow Length=963'
45
as Tc=14.2 min
35 30 CN=84
25.
20'
15
10-
5
0
0 10 20 30 40 50 so 70 80 80 100 110 120 130 140 150 160 170
Time [hours]
® Runoff

Wet Pond # 1 Charlotte F-hr -10-yr 10 yr Rainfall=3. 72"
Prepared by Microsoft Printed 12/30/2019
HydroCAD@ 10.00-22 sln 05047 © 2018 HydroCAD Software Solutions LLC Page 12
Summary for Pond 33P: Wet Pond # 1
Inflow Area = 31.720 ac, Inflow Depth = 2.13" for 10 yr event
Inflow - 103.44 cfs @ 3.27 hrs, Volume= 5.620 of
Outflow - 3.85 cfs @ 6.05 hrs, Volume= 5.616 af, Atten= 96%, Lag= 166.8 min
Primary = 3.85 cfs @ 6.05 hrs, Volume= 5.616 of
Routing by Stor-Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 13
Peak Elev= 665.58' @ 6.05 hrs Surf.Area= 49,726 sf Storage= 206,862 cf
Plug -Flow detention time= 1,047,5 min calculated for 5.616 of (100% of inflow)
Center -of -Mass det. time= 1,047.9 min ( 1,268.2 - 220.3 )
Volume Invert Avail.Stora a Storage Description
#1 660.50' 399,250 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf Area
Inc.Store Cum.Store
feet
s -ft
cubic -feet cubic -feet
660.50
29,000
0 0
661.00
34,000
15,750 15,750
662.00
37,000
35,500 51.250
663.00
41,000
39,000 90,250
664.00
44,000
42,500 132,750
665.00
48,000
46,000 178,750
666.00
51,000
49,500 228,250
667.00
55,000
53,000 281,250
668.00
59,000
57,000 338,250
669.00
63,000
61.000 399,250
Device Routing
Invert
Outlet Devices
#1 Primary
659.30'
18.0" Round Culvert L= 59.5' Ke= 0.500
Inlet/ Outlet Invert= 659.30' / 659.00' S= 0.0050 '1' Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2 Device 1
660.50'
5.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
663.20'
8.0" Vert. OrificelGrate C= 0.600
#4 Device 1
667.75'
16.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=3.85 cfs @ 6.05 hrs HW=665.58' (Free Discharge)
'�--1=Culvert (Passes 3.85 cfs of 2000.cfs potential flow)
Z=Orifice/Grate (Orifice Controls 1.45 cfs @ 10.62 fps)
3=OrificelGrate (Orifice Controls 2.40 cfs @ 6.88 fps)
=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)

Wet Pond # 'I Charlotte 6-hr 10-yr 10 yr Rainfall=3. 72"
Prepared by Microsoft Printed 12/30/2019
HydroCAD010.00-22 sln 05047 C 2018 HydroCA❑ Software Solutions LLC Page 13
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Pond 33P: Wet Pond # 1
Hydrograph
10 20 34 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
■ Inflow
® Primary

Wet Pond # 1 Charlotte 5-fir 25-yr 25 yr Rainfa!1=4.38"
Prepared by Microsoft Printed 12130/2019
H droCAD®10.00-22 s/n 05047 ©2018 H droCAD Software Solutions LLC Pacie 14
Summary for Subcatchment 4S: POST WP # 1
Runoff - 130.28 cfs @}a 3.23 hrs, Volume= 7.160 af, Depth= 2.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179,00 hrs, dt= 0.01 hrs
Charlotte 6-hr 25-yr 25 yr Rainfall=4.38"
Area ac CN Description
31.720 84 Past -Development
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft/ft
ftlsec
cfs
9.2
150
0.0470
0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.50"
3.3
250
0.0320
1.25
Shallow Concentrated Flow, Shallow flow
Short Grass Pasture Kv= 7.0 fps
1.7
563
0.0320
5.58
44.66 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
14.2 963 Total
Subcatchment 4S: POST WP # 1
Hydrograph
140
iao-xa ors
130.Charlotte 6-hr
1a❑
25-yr
110
100 25 yr Rainfall=4.38"
s❑ Runoff Area=31.720 ac
84 Runoff Volume=7.160 of
70
LL 66 Runoff Depth=2.71"
s6 Flow Length=963'
40 Tc=14.2 min
30 CN=84
20-
10-
0 10 20 30 40 50 60 7Q 80 90 160 110 120 130 140 150 160 170
Time (hours)
® Runoff

Wet Pond # 1 Charlotte 6-hr 25-yr 25 yr Rainfall=4.38"
Prepared by Microsoft Printed 12/30/2019
HydroCADO 10.00-22 sin 05047 q�) 2018 HvdroCAD Software Solutions LLC Paoe 15
Summary for Pond 33P: Wet Pond # 1
Inflow Area = 31.720 ac, Inflow Depth = 2.71" for 25 yr event
Inflow = 130.28 cfs @ 3.23 hrs, Volume= 7.160 of
Outflow = 4.60 cfs @ 6.05 hrs, Volume= 7.156 af, Atten= 96%, Lag= 169A min
Primary - 4.60 cfs @ 6.05 hrs, Volume= 7.156 of
Routing by Star -Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 13
Peak Elev= 666.70' @ 6.05 hrs Surf.Area= 53,818 sf Storage= 265,174 cf
Plug -Flow detention time= 1,027.2 min calculated for 7.156 of (100% of inflow)
Center -of -Mass det. time= 1,027.1 min ( 1,243.7 - 216.5 )
Volume invert Avail.Stora e Storage Description
#1 660.50' 399,250 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
SUrf Area
Inc.Store Cum Store
feet
s -ft
cultic -feet cubic -feet
660.50
29,000
0 0
661.00
34,000
15,750 15,750
662.00
37,000
35,500 51,250
663.00
41,000
39,000 90,250
664.00
44,000
42,500 132,750
665.00
48,000
46,000 178,750
666.00
511000
49,500 228.250
667.00
55,000
53,000 281,250
668.00
59,000
57,000 338,250
669.00
63,000
61,000 399,250
Device Routing
Invert
Outlet Devices
#1 Primary
659.30'
18.0" Round Culvert L= 59.5 Ke= 0.500
Inlet/ Outlet Invert= 659.30' 1659.00' S= 0.0050 T Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2 Device 1
660.50'
5.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
663.20'
8.0" Vert. Orifice/Grate C= 0.600
#4 Device 1
667.75'
16.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=4.60 cfs @ 6.05 hrs HV11=666.70' (Free Discharge)
L1=Culvert (Passes 4.60 cfs of 21.95 cfs potential flow)
2=OrificelGrate (Orifice Controls 1.61 cfs @ 11.79 fps)
3=Orifice/Grate (Orifice Controls 2.99 cfs @ 8.57 fps)
4=13road-Crested Rectangular Weir ( Controls 0.00 cfs)

Wet Pond # 1 Charlotte 6-hr 25-yr 25 yr Rainfall=4.38"
Prepared by Microsoft Printed 12/30/2019
H droCADO 10.00-22 sln 05047 Q 2018 H droCA❑ Software Solutions LLC Page 16
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Pond 33P: Wet Pond # 1
Hydrograph
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
■ Inflow
101 Primary

Wet Pond # 1 Charlotte 6-hr 50-yr 56 yr Rainfall=4.92"
Prepared by Microsoft Printed 12130/2019
H droCAD®10.00-22 s/n 05047 ©2018 H droCAD Software Solutions LLC Page 17
Summary for Subcatchment 4S: POST WP # 1
Runoff = 150.50 cfs @ 3.23 hrs, Volume= 8.452 af, Depth= 3.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 50-yr 50 yr Rainfall=4.92"
Area ac CN Description
31.720 84 Post -Development
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ftlft
ftlsec)
cfs
9.2
150
0,0470
0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.50"
3.3
250
0.0320
1.25
Shallow Concentrated Flaw, Shallow flow
Short Grass Pasture Kv= 7.0 fps
1.7
563
0.0320
5.58
44.66 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
14.2 963 Total
Subcatchment 4S: POST WP # 1
Hydrog ra ph
S -
i 5a.5U ifs
150 Charlotte G-hr
140-
130- 50-yr
720 50 yr Rainfall=4.92"
110
100 Runoff Area=31.720 ac
g� Runoff Volume=8.452 of
70- Runoff Depth=3.20"
70
so. Flow Length=963'
50- Tc=14.2 m i n
40:
30- CN=84
20-
10-
a
0 10 20 30 40 50 BO 70 k 90 16D 110 120 130 140 150 150 170
Time (hours)
Cl Runoff

Wet Pond # 1 Charlotte 6-hr 50-yr 50 yr Rainfaff=4.92"
Prepared by Microsoft printed 12/30/2019
HydroCA0010.00-22 s/n 05047 @ 2018 HydroCAD Software Solutions LLC Page 18
Summary for Pond 33P: Wet Pond # 1
Inflow Area = 31.720 ac, Inflow Depth = 3.20" for 50 yr event
Inflow - 150.50 cfs @ 3.23 hrs, Volume= 8.452 of
Outflow = 5.12 cfs @ 6.07 hrs, Volume= 8.447 af, Atten= 97%, Lag= 170.4 min
Primary = 5.12 cfs @ 6.07 hrs, Volume= 8.447 of
Routing by Stor-Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 1 3
Peak Eiev= 667.61' @ 6.07 hrs Surf.Area= 57,427 sf Storage= 315,358 cf
Plug -Flow detention time= 1,028.0 min calculated for 8.446 of (100% of inflow)
Center-af-Mass det. time= 1,028,4 min ( 1,244.1 - 215.7 )
Volume Invert Avail.Stora e Storage Description
#1 660.50' 399,250 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
660.50
29,000
0 0
661.00
34,000
15,750 15,750
662.00
37,000
35, 500 51,250
663.00
41,000
39,000 90,250
664.00
44,000
42,500 132,750
665.00
48,000
46,000 178,750
666.00
51,000
49,500 228,250
667.00
55,000
53,000 281,250
668.00
59.000
57,000 338,250
669.00
63,000
61,000 399,250
Device Routing
Invert
Outlet Devices
#1 Primary
659.30'
18.0" Round Culvert L= 59.5' Ke= 0.500
Inlet/ Outlet Invert= 659.30' / 659.00' S= 0.0050 T Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2 Device 1
660,50'
5.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
663.20'
8.0" Vert, Orifice/Grate C= 0.600
#4 Device 1
667,75'
16.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0,40 0.60 0,80 1.00
Coef. (English) 2.80 2.92 3,08 3.30 3.32
Primary ❑utFlow Max=5.12 cfs @ 6.07 hrs HW=667.61' (Free Discharge)
'�-1=Culvert (Passes 5.12 cfs of 23.39 cfs potential flow)
2=Orifice/Grate (Orifice Controls 1.72 cfs @ 12.65 fps)
3=Orifice/Grate (Orifice Controls 3.39 cfs @ 9.72 fps)
-Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Wet Pond # 1 Charlotte 6-hr 50-yr 50 yr Ralnta11=4.92°
Prepared by Microsoft Printed 12/30/2019
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Pond 33P: Wet Pond # 1
Hydrograph
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time {hours}
■ Inflow
® Primary

Wet Pond # I Charlotte 6-hr 100-yr 100 yr Rainfall=5.34"
Prepared by Microsoft Printed 12/30/2019
H droCAD®10.00-22 sln 05047 ©2018 H droCAD Software Solutions LLC Page 20
Summary for Subcatchment 4S: POST WP # 1
Runoff = 170.20 cfs @ 3.23 hrs, Volume= 9.471 af, Depth= 3,58"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 100-yr 100 yr Rainfall=5.34"
Area ac CN Description
31.720 84 Post-Develooment
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ftlft)
(ft/sec)
(cfs
9.2
150
0.0470
0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.50"
3.3
250
0.0320
1.25
Shallow Concentrated Flow, Shallow flow
Short Grass Pasture Kv= 7.0 fps
1.7
563
0.0320
5.58
44.66 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
14.2 963 Total
Subcatchment 4S: POST WP # 1
Hydrograph
190
1 170.20 efs
170- Charlotte 6-hr
1 fi0
150- 1 00-yr
140- 130= 100 yr Rainfall=5.34"
T20 Runoff Area=31.720 ac
w 110.
v 100 Runoff Volume=9.471 of
80 Runoff Depth=3.58"
70Flow Length=963'
50, Tc=14.2 min
40- CN=84
30
20
10-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
� Runoff

Wet Pond # 1 Charlotte 6-hr 100-yr 100 yr Rainfall=5.34"
Prepared by Microsoft Printed 12/30/2019
D droCADO 10.00-22 sln 05047 © 2018 FI droCAD Software Solutions LLC Pape 21
Summary for Pond 33P: Wet Pond # 1
Inflow Area = 31.720 ac, Inflow Depth = 3.58" for 100 yr event
Inflow - 170.20 cfs @ 3.23 hrs, Volume= 9.471 of
Outflow = 10.12 cfs @ 4.78 hrs, Volume= 9.466 af, Atten= 94%, Lag= 93.5 min
Primary - 10.12 cfs @ 4.78 hrs, Volume= 9.466 of
Routing by Stor-Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 13
Peak Elev= 667.97' @ 4.78 hrs Surf.Area= 58,897 sf Storage= 336,734 cf
Plug -Flow detention time= 966.6 min calculated for 9.465 of (100% of inflow)
Center -of -Mass det. time= 967.1 min ( 1,181.8 - 214.8 )
Volume Invert Avail.Storage Storage Description
#1 660.50' 399,250 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc -Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
660.50
29,000
is 0
661.00
34,000
15,750 15,750
662.00
37,000
35,500 51,250
663.00
41,000
39,000 90,250
664.00
44,000
42,500 132,750
665.00
48,000
46,000 '178,750
666.00
51,000
49,500 228.250
667.00
55,000
53,000 281,250
668.00
59,000
57,000 338,250
669.00
63,000
61.000 3991250
Device Routing
Invert
Outlet Devices
#1 Primary
659.30'
18.4" Round Culvert L= 59.5' Ke= 0.500
Inlet/ Outlet Invert= 659.30' 1 659.00' S= 0.0050 7' Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2 Device 1
660,50'
5.0" Vert. OrificelGrate C= 0.600
#3 Device 1
663.20'
8.0" Vert. Orifice/Grate C= 0.600
#4 Device 1
667.75'
16.0' tong x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=10.09 cfs @ 4.78 hrs HW=667.97' (Free Discharge)
t-1=Culvert (Passes 10.09 cfs of 23.95 cfs potential flow)
2=OrificelGrate (Orifice Controls 1.77 cfs @ 12.98 fps)
3=OrificelGrate (Orifice Controls 3.54 cfs @ 10.15 fps)
= Broa d -C rested Rectangular Weir (Weir Controls 4.78 cfs @ 1.33 fps)

Wet Pond # 'I Charlotte 6-hr 100-yr 100 yr Rainfall=5.34"
Prepared by Microsoft Printed 12130/2019
H droCAD0 10,00-22 s/n 05047 02018 H droCAO Software Solutions LLC Pa a 22
19C
18C
17C
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70
60
50
40
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Pond 33P: Wet Pond # 1
Hydrograph
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
■ InRow
® Primary

WET POND #2
CALCULATIONS

'YW3
YARBROUGH-WILLIAMS & HOULE, INC.
Plauurug • Surveying ■ Engineering
Wei Pond Calculations P. O .BOX 7007
References: NCDENR ❑+NC1 9MP Design Manual CHARLOTTE, N.C. 28241
Phone: [phone]
Oale April26.2019 Fax: [phone]
PROJECT: Courtyards on Lawyers Road
Base Data
Site Area Post = Total Drainage Area (Ac) = 54.34 ac
Pre -day, Drainage Area ( Ac) 14.34 ac
Post Der. Impervious Area lAc)
Measured Impervious Area - 59
Sails Tyng ; CecH. Enon.
Zoning: Residential
Hydrologic Data
Pre - CN
Land Use
Soil Type
Hydrolonic OrcuoN
(Weighted) C
0.27
WoodsIGRASS
B
58
1.09
6.91
WooWGRASS
C
72
34.69
7.16
WoodWGRASS
❑
79
39.44
14.34
Pre
CNPo„
75
Po l- ON
Acres a
Land Use
Soil T e
Hydrologic rou
CN
wei heed H
845
Bidgloyt
98
57.75
0.10
Grass
B
61
0.43
2.84
Grass
C
74
14.66
2.95
Grass
❑
80
10.46
14.34
Past CN ,i 89
CN 89

Steps 1 Determine It the development site and conditions are appropnaltr for irle use or a
Wet Pond and consider any rile-specmc design consideroWns.
Step 2 Compute Water Ouality Volume (wQv)
[ WQv for the Goose Creek Wale rshed shall be the diRerence in the storm water rundN tram the pre -development and post -development Conditions
for the 1-year. 24 hour storm
Stop 3
Pre•devolopment 1-year, 24 hr storm volume =
Post•devolopment 1-year. 24 hr storm volume =
DIFFERENCE IN 1 YEAR STORM VOLUME _
AT ELEV 665.03 THE VOLUME TREATED IS =
Compule Sire Hydrologic Input Parameters
36,520
1 19266.32
Using SCS hydrologic procedures and1w computer models me following data can
be determined for the development site.
HYD RDLOGIC INP IJT DATA
43,037 ct required Mr treatment
44,997 cif RELEASED GRADUALLY DURING 120 HOURS
WITH A PEAK RATE OF Approx 0.37 ofs
Condllion
Area
CN
L (hours]
I, (min)
Pre dev
14.34
ac
75
0.51
30.5
Past day
14.34
ac
89
D.39
23.4

Re silts of Preliminary Hydrologic Calculations
(From Computer Model Results using SCS Hydrotog I Procedures)
Condition Runoff
0,.,,,r
02,
010,
025,,,,1
050.,,,,
US
cfs
CIS
CFO
Gf9
Pre -development Flow
7.45
7.48
21.90
29.47
35.54
Post Development Detained
1.91
2,54
9.74
11.98
21.03
The facility would requre 0.99 ao-tl for
Water quality Volume (WUY) treatment
Perm Poot Storage
-Elevation Data
Elevation
Area (at)
Area Jac)
Ht (ft)
Inc. Vol (ac-fti
Acc. Vol (as-ft)
Ace. Vol (of)
549
900
0.021
0.0
0.000
0.0D0
0
650
1200.0
0.024
1.0
D 024
0.024
1050
652
1800.0
0.041
3.0
0.069
0.093
40M
854
2800.0
0.060
5.0
0.101
0.194
8450
656
3400.0
0.078
7.0
0.138
0.332
14450
655
440D.0
0.101
9.0
0.179
0.511
22250
660
5500.0
0.126
11.0
0.227
❑ 738
32150
W2
6700.0
1 0.154
13.0
0.28D
1016
44350
662.5
7600.0
0.174
12.5
0.082
1.i0D
47925
Permanent Pool Volume
Depth =
13.50
4
PPE Elevation =
662.5
Shelf Elevation =
662
bottom E lavalion =
648
Bottom Elevation +1 =
549
PPE Surface Area =
7.800
sf
Shag Area = 1
6,700
at
Surface Area Bol Pond =
900
at
Permanent Pool Volume =
47,925
cf
Vshelf
252 Cf
Avg. Deprth = 7.12 it
USirig avq = 7.12 and 59% impervious cover. Min. SAIDA Ratlo = 1.090%
Surface area required = 68D6 sf
Surface area provided = 7600 sf
Stop 4 Size Flow Diversion Structure - No Diversion Structure
Step 5 Compute Release Rates for Water Quality Control
Compute the release rate for water quality control
The water quality control volume (WOv) IS id be released Over a 2-day
duration beyond the center of rainfall (49 hours plus 3 hours) period
Release Rate = 0.99 ac-ft X 43560 fl'lacre 1(51 hrs X 36DO seernr)
- 0234 Us

Step 6
Compule Forebay Chamber Volume
The forebay chamber slorage area above the flier media must be sized to hold 20
percent of Iho water quality volume
Required Foretfay Chamber Volume = 47925.00 cf x f0 151=
7188.75 c1 = 0.17 ac ft
Proposed Forebay Chamber Volume 1 7350 jef
Forebuy Chamber
Sto rag a-Elavation Data
Elevation
Area s
AreaJac)
Ht ft
Inc. Viol ae-ft
Ace. Vol ac-ft
Acc Vol
656
300-0
0.007
0.0
0,000
0.000
0-0
658
700-0
D.016
2.0
0,023
0-023
1000.0
659
1000.0
0.023
3.0
0.020
0.042
1850.0
660
1300.0
0.030
4.0
0-020
0-069
3000.0
861
1600.0
0.037
5.0
0.033
0102
4450.0
662
2000-0
0.046
6.0
0,041
0.143
6250.0
662.5
2400.0
0 655
6.5
0,025
0.169
7350.0
Step 7 Develop Water Quelity Storage -Elevation Table
Pennananl Pond Surface Elev- = 1 662.5
Waterqualit Store e-Eiaration Data
Elevation
Area a
Area ac
M ft
Inc. VolJac-ft
Acc. Val ac-ft
Acc.Vollcfl
662.5
10000.0
0.230
0.0
0.000
0.0
663
11300.0
0-259
0.5
0.122
0.122
5325-0
665
140D0.0
0-321
2,5
0.551
0-703
30025.0
867
17100.0
0,393
4.5
0.714
1.417
61725.0
669
213300.0
0-466
6,5
0.859
2276
99125-0
871
23900.0
0.549
8.5
1-015
3290
143325-0
Slop 8 Route Runoff Hydrographs through Wet Pond
Route all of the appropriate runoff hydrographs through the wet pond Facility Mr. the following goals:
Release water quality volume (WQV) within 46-120 hours
Step 9 Water Quality Release priece Sizing
R=
12000.0
sr - avg.
h,:
2-50
C=
0.6
9--
32.2
t-
172800sec=48ors
a =
0.04561
DO =
3 in

5lep 10 Calculation for And-gotalion Concrete Anchor
A Bouyancy
Elevation
Top of ❑am =
671.00
]:up- of Sax =
669.35
Pond Shelf =
662.00
6oltam of Eox =
660.91
Box Area =
25
sf
Anchor Area =
49
sf 7' x 7'
AnChoro-*me % =
1
Area of Rimer - Inslda 16 s1l9ulside 25 sr
V (wetwdlq = V {riser} - V(base fowling) _ (669.35 - 660.91( X 25 + (t.o X 4131 = 250 cf
Floalatlon = V(wetwell) x. V(walorl = 260 d x 62.4 Itkfcf = 16224 Ibs
B. Gaunter Eauyancy
Cone- Wt. _ N(conc. riser) + V(conc. Footing)} x Conic Unit M.
{(25-16) x (669.35-660.9 1) - (49 x 1 j) x 150 Ibs1Cf = 18744 Ibs
EanN Wt. = V(Earth) X Earth Unit Wt. =
(49.25) X 1.59 X 115 LBSICF = 4358 Ibs
Anti-Flnslaticn = 23132 Ibs
C Safety Fauar = 1.4 1 1 required by NCDEN R for Anti-floatio n
Width

WET POND #2
HYDROCAD REPORT

PRE DRAINAGE AREA
54
Reach ❑n L
ink

Wet Pond #2 071219 Charlotte 24-hr 9-yr 7 yr Rainfall=2.58"
Prepared by Microsoft Printed 8/27/2019
H droCAD0 10.00-22 sln 05047 © 2018 H droCAD Software Solutions LLC Page 2
Summary for Subcatchment 1 S: PRE 17RAINAG E AREA
Runoff - 7.45 cfs @ 12.34 hrs, Volume= 0.834 af, Depth= 0.70"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 24-hr 1-yr 1 yr Rainfall=2.58"
Area ac CN Description
* 0.270 58 GRDUP B
* 6.910 72 GROUP C
* 7.160 79 GROUP D
14.340 75 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
min(feet)
ft/ft
ftlsec
cfs
23.2
150
0.0330
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
4.8
250
0.0300
0.87
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
2.5
775
0.0280
5.22
41.77 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
30.5 1,175 Total
Subcatchment 1S: PRE DRAINAGE AREA
Hydrograph
7.4$ CIS
Charlotte 24-hr 1-yr
1 yr Rainfall=2.58"
6- Runoff Area=14.340 ac
5- Runoff Volume=0.834 of
Runoff Depth=0.70"
Flow Length=1,175'
3- Tc=30.5 min
CN=75
91
.
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 1so 1&0 170
Time (hours)
&8 Runoff

Wet Pond #2 071219 Charlotte 6-hr 2-yr 2 yr Rainfall=2.28"
Prepared by Microsoft Printed 8/27/2019
H droCAD® 10.00-22 s/n 05047 (P2018 I I droCAD Software Solutions LLC Page 3
Summary for Subcatchment IS: PRE DRAINAGE AREA
Runoff - 7.48 cfs @ 3.56 hrs, Volume= 0.629 af, ❑epth= 0.53"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 2-yr 2 yr Rainfall=2.28"
Area ac CN Description
0.270 58 GROUP B
* 6.910 72 GROUP C
* 7.160 79 GROUP ❑
14.340 75 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ftlft
ftlsec
cfs
23.2
150
0.0330
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
4.8
250
0.0300
0.87
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
2.5
775
0.0280
5.22
41.77 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
30.5 1,175 Total
Subcatchment 1 S: PRE DRAINAGE AREA
Hydrograph
� Runoff
Charlotte 6-hr
7
2-yr
6- 2 yr Rainfall=2.28"
Runoff Area=14.340 ac
Runoff Volume=0.629 of 4-Runoff Depth=0.53"
3 Flow Length=1,175'
Tc=30.5 min
2-
CN=75
1
0
0 10 20 36 40 50 BO 70 80 9Q 100 110 12o 130 140 150 i60 170
Time (hours)

Wet Pond #2 071219 Charlotte &hr 90-yr 10 yr Rainfall=3. 72"
Prepared by Microsoft Printed 8/27/2019
H droCAUO 10.00-22 sln 05047 a 2018 H droCA❑ Software Solutions LLC Page 4
Summary for Subcatchment 1 S: PRE ❑RAINAG E AREA
Runoff = 21.90 cfs a@ 3.52 hrs, Volume= 1.744 af, Depth= 1.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Spa n= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 10-yr 10 yr Rainfall=3.72"
Area ac CN Description
0.270 58 GROUP B
6.910 72 GROUP C
7.160 79 GRCUP ❑
14.340 75 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
min(feet)
fUft
ftlsec
cfs
23.2
150
0.0330
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
4.8
250
0.0300
0.87
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
2.5
775
0.0280
5.22
41.77 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
30.5 1,175 Total
Subcatchment 1S: PRE DRAINAGE AREA
Hydrograph
24-
zz-
21: Charlotte G-hr 10-yr
9 10 yr Rainfall=3.77"
1.
1
7Runoff Area=14.340 ac
1
75 Runoff Volume=1.744 of
:
w 14 13 Runoff ❑epth=1.46"
111. 2 Flow Length=1,175'
10.
9 Tc=30.5 m i n
S
7: s CN=75
5.
4
3
2-
1-
0
0 10 20 30 40 5D 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
m Runoff

Wet Pond #2 071219 Charlotte 6-hr 25-yr 25 yr Rainfall=4.38"
Prepared by Microsoft Printed 8/27/2019
H droCAD@ 10.00-22 s1n 05047 © 2018 H droCAD Software Solutions LLC Page 5
Summary for Subcatchment 1S: PRE DRAINAGE AREA
Runoff - 29.47 cfs c@ 3.46 hrs, Volume= 2.338 af, Depth= 1.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 25-yr 25 yr Rainfall=4.38"
Area ac CN Description
* 0.270 58 GROUP B
* 6.910 72 GROUP C
* 7.160 79 GROUP ❑
14.340 75 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ftlft)
(ftlsec)
(cfs
23.2
150
0.0330
0.11
Sheet Flow, SHEET FLOW
Woods; Light underbrush n= 0.400 P2= 3.50"
4.8
250
0.0300
0.87
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
2.5
775
0.0280
5.22
41.77 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
30.5 1,175 Total
Subcatchment 1S: PRE DRAINAGE AREA
Hydrograph
32
28 Charlotte 6-hr
26 25-yr
24 25 yr Rainfall=4.38"
22-
20- Runoff Area=14.340 ac
'a Runoff Volume=2.338 of
° 14 14 Runoff Depth=1.96"
�'-
12- Flow Length=1,175'
' Tc=30.5 m i n
8
CN=75
4-
2-
low
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
�] Runoff

Wet Pond #2 071219 Charlotte 6-hr 50-yr 50 yr Rainfall=4.92"
Prepared by Microsoft Printed 8/27/2019
ti droCADO 10.00-22 sln 05047 Q 2018 H droCAD Software Solutions LLC Page 6
Summary for Subcatchment 1 S: PRE DRAINAGE AREA
Runoff = 35.54 cfs @ 3.46 hrs, Volume= 2.850 af, Depth= 2.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 50-yr 50 yr Rainfall=4.92"
Area ac CN Description
0.270 58 GROUP B
` 6.910 72 GROUP C
` 7.160 79 GROUP ❑
14.340 75 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft/ft
ftlsec
cfs
23.2
150
0.0330
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
4.8
250
0.0300
0.87
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
2.5
775
0.0280
5.22
41.77 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
30.5 1,175 Total
Subcatchment 1S: PRE DRAINAGE AREA
Hydrograpn
® Runoff
34 Charlotte 6-hr
32.50-yr
�o-
28 50 yr Rainfall=4.92"
26-
24- Runoff Area=14.340 aG
22 20Runoff Volume=2.850 of
16 Runoff Depth=2.38"
14- Flow Length=1,175'
12 10 Tc=30.5 min
8 CN=75
6-
4
2.
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 180 17o
Time (hours)

Wet Pond #2 071219 Charlotte 5-hr 100-yr 100 yr Rainfall=5.34"
Prepared by Microsoft Printed 8/27/2019
H droCADO 10.00-22 sln 05047 © 2018 H droCAD Software Solutions LLC Pa e 7
Summary for Subcatchment 1 S: PRE ❑RAINAG E AREA
Runoff = 41.14 cfs @ 3.46 hrs, Volume= 3.260 af, Depth= 2.73"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 100-yr 100 yr Rainfall=5.34"
Area ac CN Description
0.270 58 GROUP B
6.910 72 GROUP C
' 7.160 79 GROUP D
14.340 75 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft/ft)
(ft/sec)
(cfs
23.2
150
0.0330
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0,400 P2= 3.50"
4.8
250
0.0300
0.87
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
2.5
775
0.0280
5.22
41.77 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
30.5 1,175 Total
Subcatchmen t 1 S: PRE DRAINAGE AREA
Hydrograph
46
® Runoff
40 Charlotte 6-hr
38-.
36 100-yr
34 :
32- 100 yr Rainfall=5.34""
30 28 Runoff Area=14.340 ac
w 26 24 Runoff Volume=3.250 of
V
: 22 20-Runoff Depth=2,73"
Flow Length=1,175"
1 12 Tc=30.5 min
i8 CN=75
:
6
4
2-
0
0 10 20 3O 40 50 66 70 60 90 100 110 120 130 140 150 160 170
Time (hours)

4s ) �
POST WP #2
Subcaf Reach an Link
Wet Pond # 2

Wet Pond #2 071219 Charlotte 24-hr i-yr i yr Rainfall=2.58"
Prepared by Microsoft Printed 12/30/2019
H droCAD® 10.00-22 sln 05047 @ 2018 H droCAD Software Solutions LLC Page 2
Summary for Subcatchment 4S: POST WP #2
Runoff = 21.26 cis @ 12.22 hrs, Volume= 1.822 af, Depth= 1.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 24-hr 1-yr 1 yr Rainfall=2.58"
Area (ac) CN Description
14.340 89 Post -Development
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft/ft)
(ftlsec)
(cfs
18.3
150
0.0600
0.14
Sheet Flow, SHEET
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0
250
0.0280
0.84
Shallow Concentrated Flaw, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
0.1
30
0.0830
8.99
71.92 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
23.4 430 Total
Subcatchment 4S: POST WP #2
Hydrograph
23
22 zi.za�rs
21 Charlotte 24-hr'I-yr
20-
19 1 yr Rainfall=2.58"
18-.
17-- Runoff Area=14.340 ac
16
15 Runoff Volume=1.822 of
14
U 12 Runoff Depth=1.52"
LL
;n Flow Length=430'
s_ Tc=23.4 min
7 CN=89
5
4-
3
2
1.
0
0 10 20 30 40 190 60 70 6o 90 100 110 120 130 140 150 150 170
Time (hours)
® Runoff

Wet Pond #2 071219 Charlotte 24-hr 1-yr 1 yr-Rarnfall=2.58"
Prepared by Microsoft Printed 1213012019
HydroCAD® 10.00-22 sln 05047 0 2018 HydroCAD Software Solutions LLC Page 3
Summary for Pond 33P. Wet Pond # 2
Inflow Area = 14.340 ac, Inflow Depth = 1.52" for 1 yr event
Inflow = 21.26 cfs @ 12.22 hrs, Volume= 1.822 of
Outflow - 1.91 cfs @ 13.44 hrs, Volume= 1.822 af, Atten= 91 %, Lag= 73.2 miry
Primary = 1.91 cfs @ 13.44 hrs, Volume= 1.822 of
Routing by Stor-Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 1 3
Peak Elev= 666.10' @ 13.44 hrs Surf.Area= 15,662 sf Storage= 47,003 cf
Plug -Flow detention time= 930.9 min calculated for 1.822 of (100% of inflow)
Center -of -Mass det. time= 931.3 min ( 1,766.7 - 835.5 )
Volume Invert Avail.Storage Storage Description
#1 662.50' 143,325 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
662.50
10,000
0 0
663.00
11,300
5,325 5,325
664.00
12,700
12,000 17,325
665.00
14,000
13,350 30,675
666.00
15,500
'14, 750 45,425
667.00
17,100
16,300 61,725
668.00
18,700
17,900 79,625
669.00
20,300
19,500 99,125
670.00
22.100
21,200 120,325
671.00
23,900
23,000 143,325
Device Routing
Invert
Outlet Devices
#1 Primary
660.91'
24.0" Round Culvert L= 65.3' Ke= 0.500
Inlet/ Outlet Invert= 660.91' J 660.50' S= 0.0063'1' Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
662,50'
3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
669.35'
16.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#4 Device 1
665.50'
14.0" Vert. Orifice/Grate C= 0.600
#5 Device 1
667.00'
8.0" Vert. Orifice/Grate C= 0.600
Primary 0utFlow Max=1.91 cfs @ 13.44 hrs HW=666.10' {Free Discharge}
t1=Culvert (Passes 1.91 cfs. of 30.97 cfs potential flow)
2=QrificelGrate (Orifice Controls 0.44 cfs @ 8.98 fps)
3= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
=QrificelGrate (Orifice Controls 1.47 cfs @ 2.64 fps)
=QrificelGrate ( Controls 0.00 cfs)

Wet Pond #2 071219 Charlotte 24-hr 7-yr i yr Rainfall=2.58"
Prepared by Microsoft Printed 12/30/2019
H droCAD® 10.00-22 sln 05047 ©2018 H droCA❑ Software Solutions LLC Page 4
23
22
21
20
19
18
17
16
15
14
13
" T2
11
IL 10
9
8
7
6
5
4
3
2
0
Pond 33P: Wet Pond # 2
Hydrograph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
f Inflow
E] Primary

Wet Pond #2 071219 Charlotte 24-hr 7-yr WQV Rainfall=T.80"
Prepared by Microsoft Printed 12/30/2019
H droCAD010.00-22 s/n 05047 02018 H droCAC Software Solutions LLC Page 5
Summary for Subcatchment 4S: POST WP #2
Runoff - 11.98 cfs @ 12.23 hrs, Volume= 1.033 af, Depth= 0.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 24-hr 1-yr WQV Rainfall=1.80"
Area ac CN Description
14.340 89 Past -Development
Tc
Length
Slope
Velocity
Capacity Description
min
feet
f ft)
(ft/sec)
(cfs
18.3
150
0.0600
0.14
Sheet Flow, SHEET
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0
250
0.0280
0.84
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
0.1
30
0.0830
8.99
71.92 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
23.4 430 Total
Subcatchment 4S: POST WP #2
Hydrograph
13
11.98 cfs
12: Charlotte 24-hr 1-yr
11 WQV Rainfall=1.80"
10
Runoff Area=14.340 ac
Runoff Volume=1.033 of
7 Runoff depth=0.86"
B Flow Length=430'
5 Tc=23.4 m i n
4 CN=89
3
2-
1
o
0 10 20 30 40 50 60 70 80 90 160 110 120 130 140 150 160 170
Time (hours)
� Runoff

Wet Pond #2 071219 Charlotte 24-hr 1-yr INQV Rainfall=1.80"
Prepared by Microsoft Printed 12/30/2019
HydroCAD8 10.00-22 s/n 05047 @ 2018 HydroCAD Software Solutions LLC Paae 6
Summary for Pond 33P: Wet Pond # 2
Inflow Area = 14.340 ac, Inflow Depth = 0.86" for WQV event
Inflow = 11.98 cfs @ 12.23 hrs, Volume= 1.033 of
Outflow - 0.37 cfs @ 18.35 hrs, Volume= 1.033 af, Atten= 97%, Lag= 367.2 min
Primary - 0.37 cfs @ 18.35 hrs, Volume= 1.033 of
Routing by Star -Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 1 3
Peak Elev= 665.03' @ 18.35 hrs Surf.Area= 14,039 sf Storage= 31,036 cf
Plug -Flow detention time= 1,097.9 min calculated for 1.033 of (100% of inflow)
Center -of -Mass det. time= 1,097.8 min ( 1,949.5 - 851.6 )
Volume Invert Avail,Storage Storage Description
#1 662.50' 143,325 cf Custom Stage Data (Prismatic) Listed below (Recatc)
Elevation
Surf -Area
Inc.Store Cum -Store
feet
s -ft
cubic -feet cubic -feet
662.50
10,000
0 0
663.00
11,300
5,325 5,325
664.00
12,700
12,000 17,325
665.00
14,000
13,350 30,675
666.00
15,500
'14,750 45,425
667.00
17,100
16,300 61:725
668.00
18,700
17,900 79,625
669.00
20,300
19, 500 99,125
670.00
22,100
21,200 120,325
671.00
23,900
23,000 143,325
Device Routing
Invert
Outlet Devices
#1 Primary
660.91'
24.0" Round Culvert L= 65.3' Ke= 0.500
Inlet/ Outlet Invert= 660.91' 1660.50' S= 0.0063 T Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
662.50'
3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
669.35'
16.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#4 Device 1
665.50'
14.0" Vert. Orifice/Grate C= 0.600
#5 Device 1
667.00'
8.0" Vert. Orifice/Grate C= 0.600
Primary OutFtow Max=0.37 cfs @ 18.35 hrs HW=665.03' (Free ❑ischarge)
L1=Culvert (Passes 0.37 cfs of 26.70 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.37 cfs @ 7.46 fps)
3=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
4=OrificelGrate ( Controls 0.00 cfs)
5=OrificelGrate ( Controls 0.00 cfs)

Wet Pond #2 071219 Charlotte 24-hr i-yr WQV Rainfall=l.$Q"
Prepared by Microsoft Printed 12/30/2019
HydroCAD® 10.00-22 s/n 05047 Q 2018 HydroCA❑ Software Solutions LLC Page 7
13
12
11
10
9
8
v 7
3
u.
6
5
4
3
2
1
Pond 33P: Wet Pond # 2
Hydrograph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
■ Inflow
■ Primary

Wet Pond #2 071219 Charlotte 6-hr 2-yr 2 yr Rainfa11=2.28"
Prepared by Microsoft Printed 12/30/2019
H droCADS 10.00-22 sln 05047 @ 2018 H droCA❑ Software Solutions LLC Page 8
Summary for Subcatchment 4S: POST WP #2
Runoff = 23.48 cfs a@ 3.40 hrs, Volume= 1.511 af, ❑epth= 1.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 2-yr 2 yr Rainfall=2.28"
Area ac CN Description
14.340 89 Post-❑evelonment
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft/ft)
(ftlsec)
(cfs
18.3
150
0.0600
0.14
Sheet Flaw, SHEET
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0
250
0.0280
0.84
Shallow Concentrated Flaw, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
0.1
30
0.0830
8.99
71.92 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
23.4 430 Total
Subcatchment 4S: POST WP #2
Hydrograph
25
f
Charlotte ■
2 2-yr
r
i
Runoff17
16- 4 J t ' ac
Z
Runoff ■
/• Runoff D ■ ■
is Flow Length=430'
Tc=23.4 min
r:
1 : �.J , %r�.� _. .F,f//.+'/� .:��i� f�'!i�'.���% �i%%I.��.� f. ��id��l�. �%•f'!/Arf�.�� �J.•/•'!.'i � � .a}�'/f ✓
1 1 1 i i i .1 1 .1 •1 11 i i i i i •1 i
!4 Runoff

Wet Pond #2 071219 Charlotte 6-hr 2-yr 2 yr Rainfall=2.26"
Prepared by Microsoft Printed 12/30/2019
HydroCADO 10.00-22 s/n 05047 © 2018 HydroCAD Software Solutions LLC Pape 9
Summary for Pond 33P: Wet Pond # 2
Inflow Area = '14.340 ac, Inflow Depth = 1.26" for 2 yr event
Inflow = 23.48 cfs @ 3.40 hrs, Volume= 1.511 of
Outflow = 2.54 cfs @ 4.56 hrs, Volume= 1.511 af, Atten= 89%, Lag= 69.9 min
Primary = 2.54 cfs @ 4.56 hrs, Volume= 1.511 of
Routing by Star -Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 13
Peak Elev= 666.24' @ 4.56 hrs Surf.Area= 15,882 sf Storage= 49,172 cf
Plug -Flow detention time= 863.2 min calculated for 1.511 of (100% of inflow)
Center -of -Mass det. time= 863.7 min ( 1,093.4 - 229.8 )
Voiume Invert Avail.Stora a Storage Description
#1 662.50' 143,325 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc -Store CLIm.Store
(feet)
(sue)
(cubic -feet (cubic -feet)
--
662.50
10.000
0 0
663.00
11,300
5,325 5,325
664.00
12,700
12,000 17,325
665.00
14,000
13,350 30,675
666.00
15,500
14,750 45,425
667.00
17,100
16,300 61,725
668.00
18,700
17,900 79,625
669.00
20,300
19,500 99,125
670.00
22,100
21,200 120,325
67100
23,900
23,000 '143,325
Device Routing
Invert
Outlet Devices
#1 Primary
660.91'
24.0" Round Culvert L= 65.3' Ke= 0.500
Inlet/ Outlet Invert= 660.91' 1660.50' S= 0.0063'I' Cc= 0.900
n= 0.012, Flaw Area= 3.14 sf
#2 Device 1
662.50'
3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
669.35'
16.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0A0 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#4 Device 1
665.50'
14,0" Vert. Orifice/Grate C= 0.600
#5 Device 1
667.00'
8.0" Vert. Orifice/Grate C= 0.600
Primary ❑utFlow Max=2.54 cfs @ 4.56 hrs HW=666.24' (Free Discharge)
't-1=Culvert (Passes 2.54 cfs of 31.47 cfs potential flow)
2=0rifice/Grate (Orifice Controls 0.45 cfs @ 9.15 fps)
3=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
=OrificelGrate (Orifice Controls 2.09 cfs @ 2.93 fps)
=❑rificelGrate ( Controls 0.00 cfs)

Wet Pond #2 071219 Charlotte 6-hr 2-yr 2 yr Rainfall=2.28"
Prepared by Microsoft Printed 12/3012019
H droCAD@ 10.00-22 s/n 05047 02018 H droCA❑ Software Solutions LLC Page 10
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24
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20
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3
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10
8
6
4
2
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0
Pond 33P: Wet Pond # Z
Hydrograph
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
■ i,Flow
p Primary

Wet Pond #2 071219 Charlotte 6-hr 10-yr 10 yr Rainfall=3. 72"
Prepared by Microsoft Printed 12/30/2019
HydroCADCD 10.00-22 sln 05047 © 2018 HydroCAD Software Solutions LLC Pace 11
Summary for Subcatchment 4S: POST WP #2
Runoff - 44.77 cfs @ 3.38 hrs, Volume= 3.061 af, ❑epth= 2.56"
Runoff by SC TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 10-yr 10 yr Rainfall=3.72"
Area ac CN Description
' 14.340 89 Post-Develovment
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ff/ft)
(ft/sec)
(cfs
18.3
150
0.0600
0.14
Sheet Flow, SHEET
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0
250
0.0280
0.84
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
0.1
30
0.0830
8.99
71.92 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
23A 430 Total
Subcatchment 4S: POST WP #2
Hydrograph
50
44-. kffl Charlotte 8-hr 10-yr
42
40- 10 yr Rainfall=3.72"
38
34 Runoff Area=14.340 ac
3a Runoff Volume=3.061 of
26 Runoff Depth=2.56"
g 24.
LL 22: Flow Length=430'
18 Tc=23.4 min
16
14- CN=89
12
10
8
6
4
2
a
0 10 20 30 40 50 60 70 80 90 100 11❑ 120 130 140 150 160 170
Time (hoursy
® Runoff

Wet Pond #2 071219 Charlotte 6-hr 10-yr 90 yr Rainfall=3. 72"
Prepared by Microsoft Printed 12/3012019
HydroCADO 10.00-22 s1n 05047 a 2018 HydraCAD Software Solutions LLC _ _Page 12
Summary for Pond 33P: Wet Pond # 2
Inflow Area = 14.340 ac, Inflow Depth = 2.56" for 10 yr event
Inflow - 44.77 cfs @ 3.38 hrs, Volume= 3.061 of
Outfiow - 9.74 cfs @ 4.04 hrs, Volume= 3.061 af, Atten= 78%, Lag= 39.3 min
Primary = 9.74 cfs @ 4.04 hrs, Volume= 3.061 of
Routing by Star -Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 1 3
Peak Elev= 668.25' @ 4.04 hrs Surf.Area= 19,096 sf Storage= 84,303 of
Plug -Flow detention time= 485.3 rein calculated for 3.061 of (100% of inflow)
Center -of -Mass det. time= 485.2 min ( 709.7 - 224.4 )
Volume Invert Avail.Stora a Storage Description
#1 662.50' 143,325 cf Custom Stage Data (Prismatic) Listed below (Recaic)
Elevation
Surf -Area
Inc.Store Cum -Store
feet
S -ft
cubic -feet cubic -feet
662.50
10.000
0 0
663.00
11,300
5,325 5,325
664.00
12,700
'12,000 17,325
665.00
14,000
13,350 30,675
666.00
15,500
14,750 45,425
667.00
17,100
16,300 61,725
668.00
18,700
17,900 79,625
669.00
20,300
19,500 99,125
670.00
22,100
21,200 120,325
671.00
23,900
23,000 143,325
_Device Routing
Invert
Outlet Devices
#1 Primary
660.91'
24.0" Round Culvert L= 65.3' Ke= 0.500
Inlet 1 Outlet Invert= 660.91' 1 660.50' S= 0.0063'1' Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
662,50'
3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
669,35'
16.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#4 Device 1
665,50'
14.0" Vert. Orifice/Grate C= 0.600
#5 Device 1
667.00'
8.0" Vert. Orifice/Grate C= 0 600
Primary OutFlow Max=9.74 cfs @ 4.04 hrs HW=668.25' (Free {discharge)
't-1=Culvert (Passes 9.74 cfs of 38.08 cfs potential flow)
2=OrificelGrate (Orifice Controls 0.56 cfs @ 11.42 fps)
3= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
=QrificelGrate (Orifice Controls 7.57 cfs @ 7.08 fps)
=QrificelGrate (Orifice Controls 1.61 cfs @ 4.60 fps)

Wet Pond #2 071219 Charlotte 6-hr 10-yr 90 yr Rainfall=3.72"
Prepared by Microsoft Printed 12/30/2019
H droCADO 10.00-22 s/n 05O47 a 2018 H droCA❑ Software Solutions LLC Page 13
5
4
4
4
4
4
3
3
3
3
3
42 2
u 2
3 2
0
LL 2
2
1
1
1
1
Pond 33P: Wet Pond # 2
Hydrog raph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
■ Inflow
a Primary

Wet Pond #2 071219 Charlotte 6-hr 25-yr 25 yr Rainfall=4- 38 "
Prepared by Microsoft Printed 12/30/2019
HydroCAD0 10.00-22 sln 05047 ©2018 HydroCAD Software Solutions LLC Pace 14
Summary for Subcatchment 4S: POST WP #2
Runoff = 54.91 cfs @ 3.35 hrs, Volume= 3.802 af, Depth= 3.18"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs. dt= 0.01 hrs
Charlotte 6-hr 25-yr 25 yr Rainfall=4.38"
Area (ac) CN Descriotion
14.340 89 Post -Development
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft/ft)
(fUsec)
(cfs
18.3
150
0.0600
0.14
Sheet Flow, SHEET
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0
250
0.0280
0.84
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
0.1
30
0.0830
8.99
71.92 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
23.4 430 Total
Subcatchment 4S: POST WP #2
Hydrogra ph
60
54.pt ifs
55 Charlotte 6-hr
50 25-yr
45 25 yr Rainfall=4.38"
40 Runoff Area=14.340 ac
m 35
v Runoff Volume=3.802 of
# 30
° 25 Runoff ❑epth=3.18"
zo
Flow Length=430'
,5
Tc=23.4 min
10
CN=89
0 10 2C 30 40 50 BO 70 80 90 100 110 120 130 140 150 180 170
Time (hours)
❑ Runoff

Wet Pond #2 071219 Charlotte 6-hr 25-yr 25 yr Rainfa11=4.38"
Prepared by Microsoft Printed 12/30/2019
HydroCADO 10.00-22 sin 05047 Q 2018 HydroCA❑ Software Solutions LLC Paae 15
Summary for Pond 33P: Wet Pond # 2
Inflow Area = 14.340 ac, Inflow Depth = 3.18" for 25 yr event
Inflow = 54.91 cfs @ 3.35 hrs, Volume= 3.802 of
Outflow = 11.98 cfs @ 3.99 hrs, Volume= 3.802 af, Atten= 78%, Lag= 38.6 min
Primary = 11.98 cfs @ 3.99 hrs, Volume= 3.802 of
Routing by Stor-Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 13
Peak Elev= 669.19' @ 3.99 hrs Surf.Area= 20,650 sf Storage= 103,106 cf
Plug -Flow detention time= 416.4 min calculated for 3.802 of (100% of inflow)
Center -of -Mass det. time= 416.4 min (637.2 - 2203)
Volume Invert Avail.Storage Storage Description
#1 662.50' 143,325 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc -Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
662.50
10,000
0 0
663.00
11, 300
5,325 5,325
664.00
12,700
12,000 17,325
665.00
14,000
13,350 30,675
656.00
15,500
14,750 45,425
667.00
17,100
16,300 61,725
668.00
18,700
17,900 79,625
669.00
20,300
19,500 99,125
670.00
22,100
21,200 120,325
671.00
23,900
23,000 143,325
Device RoutinQ
Invert
Outlet Devices
#1 Primary
660.9V
24.0" Round Culvert L= 65.3' Ke= 0.500
Inlet/ Outlet Invert= 660.91' 1660.50' S= 0.0063 '1' Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
662.50'
3.0" Vert. ❑rificelGrate C= 0.600
#3 Device 1
669.35'
16.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#4 Device 1
665.50'
14.0" Vert. Orifice/Grate C= 0.600
#5 Device 1
667.00'
8.0" Vert. Orifice/Grate C= 0.600
Primary GutFlow Max=11.98 cfs @ 3.99 hrs HVV=669.19' (Free Discharge)
'�-1=Culvert (Passes 11.98 cfs of 40.83 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.61 cfs @ 12.34 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
4=Orifice/Grate (Orifice Controls 9.08 cfs @ 8.49 fps)
-OrificelGrate (Orifice Controls 2.29 cfs @ 6.57 fps)

Wet Pond #2 071219 Charlotte 6-hr 25-yr 25 yr Rainfall=4.38"
Prepared by Microsoft Printed 12/30/2019
HydroCADO 10-00-22 s/n 05047 c0 2018 HydroCAC Software Solutions LLC Pape 16
e
c
4
4
N 3
y
3
0
w
2
Pond 33P: Wet Pond # 2
Hydrograph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
S Inflow
■ Primary

Wet Pond #2 071219 Charlotte 6-hr 50-yr 50 yr Rainfall=4.92"
Prepared by Microsoft Printed 12/30/2019
H droCAD®10.00-22 sln 05047 © 2018 H droCA❑ Software Solutions LLC Page 17
Summary for Subcatchment 4S: POST WP #2
Runoff = 62.36 cfs a@ 3.35 hrs, Volume= 4.416 af, Depth= 3.70"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 50-yr 50 yr Rainfall=4.92"
Area ac CN Description
14.340 89 Post -Development
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ftlft)
(ft/sec)
(cfs
18.3
150
0.0600
0.14
Sheet Flow, SHEET
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0
250
0.0280
0.84
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
0.1
30
0.0830
8.99
71.92 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
23.4 430 Total
Subcatchment 4S: POST WP #2
Hydrograph
61 Runoff
60- Charlotte 6-hr
55 50-yr
50 50 yr Rainfall=4.92"
45- Runoff Area=14.340 ac
40
35 Runoff Volume=4.416 of
3
LL 30- Runoff Depth=3.70"
25 Flow Length=430'
20 Tc=23.4 min
i5- CN=89
10
5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)

Wet Pond #2 071219 Charlotte 6-hr 50-yr 50 yr Rainfall=4.92"
Prepared by Microsoft Printed 12/30/2019
H droCAD0 10.00-22 sln O5047 (D2018 fi droCAD Software Solutions LLC Paae 18
Summary for Pond 33P: Wet Pond # 2
Inflow Area = 14.340 ac, Inflow Depth = 3.70" for 50 yr event
Inflow 62.36 cfs @ 3.35 hrs, Volume= 4.416 of
Outflow 21.03 cfs @ 3.80 hrs, Volume= 4.416 af, Atten= 66%, Lag= 27.1 min
Primary 21.03 cfs @ 3.80 hrs, Volume= 4.416 of
Routing by Stor-Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 1 3
Peak Elev= 669,66' @ 3.80 hrs Surf.Area= 21,494 sf Storage= 112,984 cf
Plug -Flow detention time= 370.2 min calculated for 4.416 of (10G% of inflow}
Center -of -Mass det. time= 370.6 min ( 590.7 - 220.0 )
Volume Invert Avail.Storage Storage Description _
#1 662.50' 143,325 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum -Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
662.50
10,000
0 0
663.00
11,300
5,325 5,325
664.00
12,700
12,000 17,325
665.00
14,000
13,350 30,675
666.00
15,500
14,750 45,425
667.00
17,100
16,300 61,725
668.00
18,700
17,900 79,625
669.00
20.300
19,500 99,125
670.00
22,100
21,200 120,325
671.00
23,900
23,000 143,325
.Device Routing
Invert
Outlet Devices
#1 Primary
660.91'
24.0" Round Culvert L= 65.3' Ke= 0.500
Inlet 1 Outlet Invert= 660.91' 1660,50' S= 0.0063 7' Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
662,50'
3.0" Vert. Orifice/Grate C= 0.600
43 Device 1
669.35'
16.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#4 Device 1
665.50'
14.0" Vert. Orifice/Grate C= 0.600
#5 Device 1
667.00'
8.0" Vert. Orifice/Grate C= 0.600
Primary GutFlow Max=20.97 cfs @ 3.80 hrs HW=669.66' (Free Discharge)
't-1=Culvert (Passes 20.97 cfs of 42.12 cfs potential flow)
2=OrificelGrate (Orifice Controls 0.63 cfs @ 12.77 fps)
3=Broad -Crested Rectangular Weir ;Weir Controls 8.04 cfs @ 1.60 fps)
=orificelGrate (Orifice Controls 9.74 cfs @ 9.11 fps)
=DrificelGrate (Orifice Controls 2.57 cfs @ 7.35 fps)

Wet Pond #2 071219 Charlotte 6-hr 50-yr 50 yr Rainfall=4.92"
Prepared by Microsoft Printed 12/30/2019
H droCAD@ 10.00-22 s1n 05047 a 2018 H droCA❑ Software Solutions LLC Pa a 19
3
0
LL
Pond 33P: Wet Pond # 2
Hydrograph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
■ Inf m-
0 Primary

Wet Pond #2 071219 Charlotte 6-hr 100-yr 100 yr Rainfall=5.34"
Prepared by Microsoft Printed 12/30/2019
H droCAD@ 10.00-22 s/n 05047 02018 H droCA❑ Software Solutions LLC Page 20
Summary for Subcatchment 4S: POST WP #2
Runoff = 69.60 cfs @ 3.35 hrs, Volume= 4.897 af, Depth= 4.10"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 100-yr 100 yr Rainfall=5.34"
Area ac CN Description
14.340 89 Past-Develooment
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft/ft
ftlsec
cfs
1&3
150
0.0600
0.14
Sheet Flow, SHEET
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0
250
0.0280
0.84
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
0.1
30
0.0830
8.99
71.92 Channel Flow, CHANNEL
Area= 8.0 sf Perim= 16.0' r= 0.50' n= 0.030
23.4 430 Total
Subcatchment 4S: POST WP #2
Hyd rograph
® RunpH
Charlotte 6-hr
65-
60. 100-yr
55 100 yr Rainfall=5.34
50
Runoff Area=14.340 ac
w 45-
4Runoff Volume=4.897 of
35- Runoff ❑epth=4.10"
30
Flow Length=430'
25
20 Tc=23.4 m i n
15- CN=89
10
5
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)

Wet Pond #2 071219 Charlotte 6-hr 100-yr 100 yr Rainfall= 5.34 "
Prepared by Microsoft Printed 12/30/2019
H droCADO 10.00-22 sin 05047 © 2018 H droCAD Software Solutions LLC Pape 21
Summary for Pond 33P: Wet Pond # 2
Inflow Area = 14.340 ac, Inflow Depth = 4.10" for 100 yr event
Inflow - 69.60 cfs @ 3.35 hrs, Volume= 4.897 of
Outflow = 31.35 cfs @ 3.69 hrs, Volume= 4.897 af, Atten= 55%, Lag= 20.5 min
Primary 31.35 cfs @ 3.69 hrs, Volume= 4.897 of
Routing by Stor-ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 1 3
Peak Elev= 669.87' @ 3.69 hrs Surf.Area= 21,862 sf Storage= 117,415 cf
Plug -Flow detention time= 338.4 min calculated for 4.897 of (100% of inflow)
Center -of -Mass det. time= 338.4 min ( 557.7 - 219.3 )
Volume Invert Avail,Stora e Storage Description
#1 662-50' 143,325 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
662.50
10,000
0 0
663.00
11,300
5,325 5.325
664.00
12, 700
12,000 17,325
665.00
14,000
13,350 30,675
666.00
15,500
14,750 45,425
667.00
17,100
16,300 61,725
668.00
18700
17,900 79.625
669.00
20,300
19,500 991125
670.00
22,100
21,200 120,325
671.00
23,900
23,000 143,325
Device Routing
Invert
Outlet Devices
#1 Primary
660.91'
24.0" Round Culvert L= 65.3' Ke= 0.500
Inlet/ Outlet invert= 660.91' / 660,50' S= 0.0063 T Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
42 Device 1
662,50'
3.0" Vert, Orifice/Grate C= 0.600
#3 Device 1
669.35'
16.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#4 Device 1
665.50'
14.0" Vert. Orifice/Grate C= 0.600
#5 Device 1
667.00'
8.0" Vert. Orifice/Grate C= 0.600
Primary OutFiow Max=31.28 cfs @ 3.69 hrs HW=669.87' (Free Discharge)
't-1=Culvert (Passes 31.28 cfs of 42.67 cfs potential flow)
2=OrificelGrate (Orifice Controls 0.64 cfs @ 12.96 fps)
3=Broad-Crested Rectangular Weir (Weir Controls 17.95 cfs @ 2.17 fps)
=OrificelGrate (Orifice Controls 10.01 cfs @ 9.37 fps)
=OrificelGrate (Orifice Controls 2.68 cfs @ 7.66 fps)

Wet Pond #2 071219 Charlotte 6-hr 100-yr 100 yr Rainfall=5.34"
Prepared by Microsoft Printed 12/30/2019
HydroCADV 10.00-22 s/n 05047 © 2018 HydroCAD Software Solutions LLC Page 22
Pond 33P: Wet Pond # 2
Hydrograph
■ Inflow
® Primary
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)