SW3190505_Calcs_20200210

YARBROUGH-WILLIAMS & HOULE, INC.
Planning • Surveying ■ Engineering
NCBELS C-0475
SC COA332
STGRMWATER MANAGEMENT
CALCULATIONS
The Courtvards on Lawyers Road
j1,t1I1}►I
CAR
637 -
rrHslr24, l3lµyi
May 2019
REV. August 27,2019
REV. October 23, 2019
REV. December 31, 2019
REV. February 6, 2020
REV. February 10, 2020
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 #1- CALCULATIONS, HYDROCAD REPORT
■ WET POND #2- CALCULATIONS, HYDROCAD REPORT
730 Windsor Oak Court, Charlotte, NC 28273 It P.O. Box 1198, Pineville, NC 28134 ■ 704.556.1990 • fax [phone]

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.$7
7.79
7.69
8.77
13.Z9
13,53
19.19
19.31
19.92
20.50
22.89
10
10
1a
D
0
0
0
0
10
10
10
iD
10
10
10
10
10
10
10
70
0.012UO
0.0120
0.012
0.0720
0.0120
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0012
0.012
0.012
0.012
d.012
0.012
0.012
0.012
0.012
0
0.60
0.60
0.60
0.6D
0.60
0.60
0.60
0.6d
0.11
0.39
0.34
0.08
0.14
0.23
0.07
0.10
0.06
0.37
0.23
0.4$
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

r
l
III,R
f
—
F i •
�w
—
Nryu„[jXI�I�
�
ilrlal
1 N! RR IIIIYipIIIIIIIINNNNHHHH
MII���
•:�FI�
.:'II�i I����Y
1�J1
'
. 1 p
� pNy�R1w1y1
11 1
.,f,{I!p'�tII!Il�i
r
—
r
III
IIINIWill
lARal3i rE
I I Rrn
N nlu :
•;� fir,. II
s +'ailii i�
i
I u[
3 i �i�'k
I
Illld_iR .•
yfli
■
R�
j}
��,1�"
ii��l�
�I 1_II fjJ
i�l� ��.la�
—
`f�u1`jlisiiilyilwt1
R i I� 1''�r
I s uli
�juuji}jIIFNiYIII I
lr
illlu":-rrr
llid�E 11i[linlu�,iR111RR1i
'.'Nr HO
ll r!'pinlllkll
I
�
+1f1{{IIi�i1,1, lniiiii3ililin
j.
I
�—
;jig■'r`—
AM,
r I
+
+ rrlrllllllRullllllllltlllllllllRMl
li
•
.wlr��1'�
Relnler�vaP.l��
ul' ur.lun:lr
-
r u r a INn
IiOilllikolH NAI
rNOil Iu111n
1
�'r
��'•.
�-
�I' jj�dllr�lFw:d
�y��
I r . II��
—
l,illi�llll tilgip
� „�
.yr
1'• lifl.• 1 �'r
lof —,.l
r
11

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
- -
65
040
1.78
I00
S
24
096
0.00
0.96
0.19
0.17
00209
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
0.03
0.0208
0.016
5.8
1091
0.33
1.18
110
S
21
0.79
0.00
0.79
0701
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
S
21
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
] 1 1
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
0 016
6.7
I06
0.30
2.39
119
S
27
0.72
0.17
0.89
0.77
0.11
0,0208
0 016
5.7
107
0.53J
2.39
119
D
27
1.27
0.26
1 53
1.91
0.00
0.02M
001(fl
7.0
78
0.50
1.w
791
S
21
1.20
0.00
1.20
0.96
0.24
0.0208
00161
7.5
92
0.32
1.00
SOAJ
S
21
0.77
0.06
0.83
0.761
0.07
0.0208
0016
6.6
79
0.09
1.00
8U
S
21
0.22
02,1
0.46
0-531
0.00
0.0208
0.0161
5.3
80
0.19
1 00
1 1 9j
S
21
0.46
0.00
0.46
0.52
0.00
0.0208
0.0161
5.2
80A
0.24
1.00
1171
S
21
0.59
0.07
0.65
0.651
0.00
0.0208
0.0161
6.0
122
0.64
400
i 25
S
33
1.54
0.00
1.54
1.14
0.40
0.0208
0.0161
6.4
123
0.29
4.00
123A
S
33
0.70
0.00
0.70
0,69
0.00
0.0208
0.016
47
125
0.16
3.00
114
5
30
0.38
6.40
0.78
0.74
0.04
0.0208
0.016
5.2
124
0.18
3.00
113
S
30
0.43
0.00
0.43
0.51
0.00
0.0208
0 016
4.2
114
0.47
2.00
115
S
27
1.13
0.04
1,17
0.97
0.20
0.0208
0.016
6.5
113
0.49
2 00i
121
S
27
1.18
0.00
1.18
0.98
0.20
00203
0.016
6.6
115
0.32
1.00
116
S
21
0.77
0.20
0.96
0.83
0.13
0.0208
0.016
6.9
121
0.33
1.00
1201
S
21
0.79
0.20
0.99
0.851
0.14
0.0208
0.016
7.0
116
0-281
1.00
Ill
5
21
067
0.13
0.80
0.74
0.06
0.0208
0.0 - 161
6.5
120
0.341
1.00
119
S
21
0.82
0.14
0.96
0.83
0.13
0.0208
0.016
6.9
118
0.16
1.20
117
S
21
0.38
0.00
0.38
0.4.1
0.00
0.0208
0.016
4.7
108
0.17
1.20
117
S
21
0.41
0.00
0.41
0.46
000
0.0208
0.016
49
92 A
0.34
1.00
92
S
21
0.82
0.00
0.82
0.75
0.06
0.0208
0.016
6.5
123A
0.05
3.00
124
S
30
0.12
0.00
0.12
023
0.001
0.0208
0.016
16
96
0.13
1.311
98
S
21
0.43
0.00
0.43
0.46
0.00
0,0208
0.016
4.9
84
0.04
1.31
99
S
21
0.10
0.00
0.10
0.18
0.00
0.02M
0.016
2.9
98
0.34
1.06
136
S
21
0,82
0.00
0.82
0.74
0.03
0.0208
0.016
6.4
99
0.14
1.06
134
$
21
0.34
0.00
0.34
0.42
0.00
0.0208
0.016
4.6
136
0.36
1.06
133
5
21
0.86
0.08
0.94
0.81
0.14
0.0209
0.016
6.8
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
iNLF..i
DRAINAOF
SLOK-
BYPASS
TYPE
SURFQ
BYPASS
SURF
JNI.EF
BYPASS
SLOPL
r:
\REAAC
LONG °,"
iOINLEI �,
INLET
K
SUB
RECEIVED
TOTAL
Ocap
Q SGN7
TRANS
n
SPREAD
REMARKS
6("
0.17
1 78
48
S
24
0.89
0.00
0.89
0.76
0 13
0 i1'_08
0.016
60
32
0.34
t 06
33
S
21
0.82
0.00
0.82
0.74
0.08
0.0208
0.016
6.4
31
0.39
1.06
33
S
21
0.94
0.00
0.94
0.80
0.13
0.0209
0.016
6.8
30
0.50
1.08
33
S
21
1.20
0.00
1.20
0.93
0.27
0.0208
0.016
L4
29
0.191
1.08
641
S
21
0.941
0.00
0.94
0.801
0.14
0.02081
0.016
6.8
33
U 08
1.08
341
S
21
0.19
0.49
0.67
0.65
0.02
0.0208
0.016
6.0
(4
0.35
1.08
63
S
21
0.84
0.14
0.98
0.82
0.16
0.0208
0.016
6.9
34
0.14
1.08
35
S
21
0.34
0.02
0.36
0.44
0.00
0.0208
0 016
4.7
63
U.34
1.08
61
❑
21
0.82
0.16
0.97
1.43
0.00
00208
0.016
6.9
61
0.48
1.08
62
S
21
1 15
0.00
1.15
0.91
0.24
00203
0.016
7.3
35
0.38
1.08
36
S
2t
0.91
0.00
0.91
0.7)
0.13
00208
0.016
6.7
62
0.35
1.08
61)
S
21
0-841
024
1.08
0.87
0.21
0.0208
0.016
7.1
36
0 12
1.08
37
S
21
0.29
0.13
0.41
0.48
000
0.0208
0.016
5.0
60
0.321
1.08
5qj
D
21
0.77
0.21
0.98
1.43
0.00
0.0208
0.016
6.9
37
0 191
1.08
38
S
21
0.46
000
0.46
0.51
0.00
0.0208
0.016
5.2
59
0.491
1.98
58
D
21
1.18
0.00
1.18
1.61
0.00
0.0208
0.016
7.4
38
0.18
1.08
41
S
21
0.43
0.00
0.43
0.49
0.00
0.0208
0.016
5.1
58
0.46
1.08
42
D
21
1.10
0.00
1.10
1.55
0. Do
0.0208
0.016
7.2
138
0.30
0.89
138A
S
19
0,72
0.06
0.78
0.69
0.10
0.0208
0.016
6.6
55
0.11
1.03
41
S
21
0.26
0.00
0.26
0.37
0.00
0.0208
0.016
4.2
54
033
1.03
138
S
21
0.79
0.00
0.79
0.73
0.06
0.0208
0.016
6.4
48
039
1.00
56
D
21
0.94
0.13
1.07
1.56
0.00
0-02031
0 016
7.2
49
0.31
1 00
50
S
21
0.74
0.00
0.74
0.71
0.03
0.0208
0 016
6.3
56
0.49
1.00
57
D
21
1.18
0-001
1.19
1.65
0.00
0.0208
0.016
7.5
50
0.48
1.00
51
D
21
1.15
003
1.19
1.66
0.00
0.0208
0.016
7.3
57
0.48
1.00
53
S
211
1.15
0.00
1.15
0.93
0.22
0.0203
0.016
7A
51
048
1.00
52
S
21
1.15
0.D0
1.t5
0.93
0.22
0.0208
0.016
7.4
53
oil l
I .UU
41
S
71
0.74
0.22
0.96
0.83
0.13
0.0208
om
6.9
52
0.26
1.00
41
S
21
0.62
0.22
0.84
0.77
0.08
0.0208
0.016
6.6
138A
0 17
051
421
S
19
0.41
0.10
0.50
0.62
0.001
0.0209
0.016
6.2
67
0.33
1.00
71
S
21
0.79
0.00
0.79
0.74
0.05
0.0209
0.016
6.4
68
0.321
1.00
69
S
21
0.77
0.00
0.77
0.72
0.04
0.0208
0.016
6.4
69
0.28
1.00
70
S
21
0.67
0.04
0.72
0.69
0.02
0.0208
0.016
6.2
70
0.28
1.00
73
5
21
0.67
0.02
070
O.GS
0.02
00208
0-0161
6.1
71
0.35
1.00
71 A
S
21
0.94
0.03
0.S9
0.90
0.10
00208
0.016
6.7
72
0.17
100
77
S
21
0.41
0.00
0.41
0.49
0.00
0.0208
0.016
5.0
73
046
1.00
77
S
21
1.10
0.02
1.12
0.92
020
0.0208
0.016
7.3
74
0.10
1.04
77
S
21
0.24
0,I10
0.24
0.351
0.001
0.0208
0.016
4.1
75
0.33
1.04
76
D
21
079
0. OD
0.79
1.27
1.
0,0208
0.016
6.4
91
0.35
1.3,5
7G
D
21
0.84
0.00
0.84
1.22
0-001
0.0208
0.016
62
71AJ
0.06
1.001
721
21
0 141
0.10
0.24
0-351
0.001
0.0208
0.01 G
4.1
Inlets at Sag
iNLET
DRAINAGE
SURF
BYPASS
SURFQ
SLOPE
$INGLE="S"
DEPTIi
m
AREA
SUB
RECEIVED
I01-AL
IRAN S
DOUBLE="S7"
(D)
SPREAD
REMARKS
41
0.45
1.08
0.21
1.29
0.0208
S
015
7.05
43
UI7
046
1.10
0.00
1.10
0.0208
[l
0.10
5.02
7fi
0.32
1.97
0.00
1.97
0.020.1
D
015
7.38
0.67
1.61
0.20
1.8!
0.0208
D
0.15
6.98

DROP INLET DEPTH
CALCULATIONS

ti7
d'
r
4C7
N
[D
Q
M
N
ON
W
CO
d
N
r
Q
w
17
LV
r
C!
10
Ch
N
N
A
3
d
0
0dO0000ppC7pp
W
o
007
O
O
Ca
C]
d
d
d
d
dd
u+
II7
Lf7
io
LI]
V]
47
l[)
117
l!)
47
47
47
u]
47
a
w
c
U
r
CO
Cl
CO
CO
[p
GD
01
co
M
[}]
rC
V
r
p
4
C]r
S
N
d
r
r
L❑
g
d
d
O
O
d
d
O
O
d
0
O
0
d
�
O
Q
�
¢
F
a
F
r
00
N
OO
00
0
tl0
�L
w
3
r
d
r[V
d
d
d
Q
4043
6
[7
C]
Nd
a
C7
4
Q
O
2 d
ca
W T
v:
❑
w
�.-
G
F,
C7
UL
N
0
d
0
N
W
d
N
X�
�
.-
a
d
d
0
d
0
0
p
C)
4
d
d
d
d
p
ca�
C�7
Q
Q
Q
d
d
d
d
d
d
d
O
O
0]
O
O
d
� p
'-%
w
+k
:
co
a
00
a
[a
p
[q
g
i0
p
[o
Q
0000
d
d
a7
d
cd
O
a7
d
c0
d
00
O
op
d
3
a
w
0.
r_
f
0
®
Co
to
[p
(D
Co
[o
0
0
w
0
d
0
[p
Ce
❑
0.
.L
M
C7
C7
n
n
S]
n
m
m
m
m
m
Cl)
Cl)
a
x
Cy
:r.
G
�]i�lC7
N
0000
[p
fM1
lid
00(9
�6
�MCp
r
tl
M
[p
Nl
C
w
m
n�
❑)
M
C7
n
V
LDNf�rl-It
mi-?
47
W
yM
NntiU
0)
n
V:
r
N
0
N
d
O
0
N
r
lil
4
r
N
M
r
N
Cj
wi
to
m
r
c6
Ip
c6
C7
r
Z
W
CU
CC)
Cq
00
m
C6
C6
C6
4
Cd
6
06
w
47
w
fA
CO
6
W
00
6
00
0(
[�
00
00
00
W
❑
7
U
J
Q
U
w
a
c�
z
k
co
1P
co
(P
CA
00
[o
Co
0
CB
Lo
0
[o
m
"D
(f7
Up
cc)L4
fp
Cd
to
[p
co
[O
[p
cfl
tF
IL
wcpcpmco
p
p
p
p
amen
gZq(q
�cncA'RZq
-
0
q(9--�
W
>
E
O
O
O
d
d
O
n
CD
D
O
Ca
0
Q
O
0
0
C I
Q
0
d
0
d
0
C)
0
0
d
d
❑
W
(L
y
r❑
C
'r
11
N
C7
LC7
!�
47
[p
r
to
d
V
N
0
O
M
So
❑7
In
co
tl7
M
n
d
d
v
4)
41
00
Lo
p
CA
0
Q❑
�
a
O
O
d
d
r
d
r
d
r
Q
C7
r
C)
7
Cp
�-
N
[p
NCl
U7
C
ill W
W
❑�
�;,�
W
�F���LL,
W
W
W
W
W
W
W
W
W
W
CC
W
mFmmmmmmmm
W
caCCM
W
W
F
0
¢¢¢a¢aaa
=
iY
��
Q'
¢
¢aQ:
J
J
KK55
��aaa¢
Fz
w
{i{iLJ'
L7C7C700U(9U
X
W
�
(7U)LDU)U}Ul
a.
U)UlUl0co(nul(nY)
< 0
coo
L j QL6x
W
W
W
W
W
W
W
LLI
w
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
J `r
J
J
J
J
J
J
J
J
J
J
J
J
J
J
J
J
J
J
J
J
J
J
z�x
Lia
00000
CDc,q(a
0o(Da,cacaaQ(9(500(DED(5o
o
C5
cr u
.]
F
Z
Z
Z
Z
Z
Z
Z
Z
Z
Z
Z'
Z
Z'
❑
Z
Z
Z
..._
Z
Z
Z
—
Z
—
Z
�.
Z
_
Z
—
Z
_
Z
_
Z
_
Z
_
❑OfCI7
CC
Ul
Ul
U3
SI}
V}
N
U}
Ul
G7
U3
Ul
SIl
❑
U)
N
fq
U}
U}
U]
U]
U]
Ul
Ul
U1
Ul
U7
f17
FY F
v
dLUCI
w
V
un
I
1--mC)
�
m
T
00
C0a5M
00
W
mr,
CP-
10C3Lor—r7cau7[p[�m0io
m
m
r
N
r
F
N
Z' di
Q ❑ H
fJ
r
x a
co W in

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
AREA [ AC.)
AREA (AC.)
(cfa)
[51] is" VOL. ICFj PROVIDED W
8
4.26
3.67
17.97
6839.62 9363,00 6.600 13.660 38
6
4.12
4.17
17-36
6647,90 6841.00 7.416 11,869 74
6
1.09
1.08
4.60
1494.23 3727.00 1.962 6,088 69
7 1
2.71 1
2.71
11.43
3715.00 4734.00 1 4,678 7,6R5 42
rf•f•�f•
rnrf.f_r_f.�f_�
f_
�
�
f_r�
��
�f•■f•
��
ff_
�■r•
f•
������
�
f_f•��
�r_f•�f_
�
f•
f•f•f•f♦��
�
��
�
�
f•
�
����
���
rrrrri
�rrrrrri
tit©gym©oam�����������■r�
rrrrrri
rrrrrri
rrrrrrn
rrrrrrn
rrrrrirrrrrrrri---------------
_-------rrrrrrri--------
I I
mo

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.
r�rr■wr_s�r—rr_r_
r���r
���
��
�
��rr_�rr��w�
��
�
��
rr�
�
��
�
��
�rAwr•r��rr_
�
ter■
u■1n��
��rrrr�r_
��wr_�a���rAwr_
��rr.
�
�wr•
r_
�
�
�
r_r■
■r_
��rtrr•
rr�
■rri�ii■r,rr��r_
�
r_r_
r�I.wwwr�wr_
r!rlrtrrrrrrrrrrrrrw■■r�rr_
�����
wwr•�
�wr~rt
Irk
r.��
�
Ir�r.
���■
r�■I■■�r_r_
r*
�.
a�
�����m���
�®����®aaaa�m�
��r■■�������rrr■�r_�■��■�r��rrrrrrrrrrrrr•
Io
®®�®®�
m�
��e�■�■
®©r�rs�a
©®a
aaam
m���
r���a
m
�
r~�
�
��®I���:a�+�

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

'
®
<
T
$
§
@
}
;
§
3
§
,_o,
§
2
2
)
sR«$«
m
zzzz
Lii
dF-
w
&
LU k
=Icr=
§
e
eee
\
(}()(
\
}b}«a
U.
\3(//
§
§\\LULU
LU
[
±
*mb
U
X
o
k0
QD&#{
¥
» �
;
2
z
00
)
� e
§
)
(
Q
§
iPi
1
Q |
§
$
C
O , 0
S
a
§
§
@
)
e
t
m
#
\ \
% Q
u
d/n ®
0
%
%u2
)6
az
,
/\\\ d/
cQ §o \w Q
�w
k\d6 §A�
�}§)\#/>
A�
®

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
Back to
~
ENGINEERING.com
https://www,enginecring.comlcalculators/open_ channel_f]ow.htm 412412019

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
Sack to
ENGINEERING.com
helps://www.engincerilag.com/calculators/open_channel_low.htrn 4/24/2019

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
Back to
ENGINEERING.com
https://www.engineering.coin/calcu[atois/open_ channel_flow.htm 4/24/2019

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
ENGINEERING.com
littps://www,engineering.coin/calculators/open—channel_tlow.htm 4/24/2019

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

a
n
z
a
cl
m
a
m
a
a
m
z
z
2
rn
m
0
m
m
v
m
z
C�
_C
z
2
rn
n
z
Ln
C
0
z
"CO
r
a
z
to
..0
o
L
a
m
CD
�^
rt
m
n
m
m
m
m
Q
O
p m
❑ mC7
Q mQ
' Q
O
a>
>
Z
C
C
C C
N
C C
'�'
rm
m C
C
m
�°
o
N
(M
C
P
w
a
w
Ln
r
v
•C
�b
in
N
W 00
N�
to
n
N
Ln
00
0
0
0 00
0 C)
O N
A
fl
O N
O W
0 inNJ
O
N
N
O
a
In L
W tiA
N v
N.
NNJ
�
W FA
N�
SD V
A 0
Ln
W
y
W
.
0
?
0
w
N
o A
LD 4't
� Ln
Ln
W
A
Q
y
N N
O .P
V
NJ a0
A
N V
W m
p j
m m
000
3#
Ln
Qw A
Doa -4
A 00
ADO
�
A
rn
00
Ul
C7T W
FA
Q O
NJ
a)
1�
CD
Q

WET POND #1
CALCULATIONS

IARBROUG14-WILLIAMS & HoULE, INC.
Planning • Surveying • EngixcerinR
Wet Pond Calculations P. 0 .BOX 7007
References. NCDENR DWO BM Do sign Manua? CHARLOTTE, N.C. 28241
Phone: [phone]
Date: 4126/2019 Fax [phone]
PROJECT: COURTYARDS ON LAWYERS ROAD
Base Data
Site Area Post = Total Drainage Area (Ac) = 31.72 ac
Pre -deg. Drainage Area (Ac) 8.58 ac
Post Dev. impervious Area (Ac)
Measured Impervious Area - 41 %
Sails Tvoes: Card. Enon.
ZorliwQ _Residential
Hydrologic Data
Pre- CN
Land Use
Soil Type
Hydrologic Group
CN
we' kited N
4.71
V1loads
B
55
27.D4
1.97
Woods
C
70
14.39
2.90
Woods
D
77
23.31
9.58
P
CHI,,,
BB
Post - C N
Ac a
Land Use
Soil Type
Hvdroloaic Grou
N
(weighted) CN
12.99
Bld 1 vl
Se
40.13
3.45
Grass
8
61
6.63
7.22
Grass
C
74
15.84
8.06
Grass
D
80
2033.
31.72
Post CND„ 84
CN 84

Seeps 1 Determine it the development silo and condieons are appropriate for die use are
Wet Pond and oonsider any site-specdlc design considerations,
Step 2 Compute Water quality Volume (WOv)
( WQv Tar the 0006e Creek Watershed shall be the difference in the stem water runoff From the pre-devolopmenr and pose -development Conollllons
Step 3
for the 1-year, 24 hour storm.
Pre-devdlopment 1-year, 24 hr storm volume =
Post -development 1-year, 24 hr storm volume =
DIFFERENCE IN 1 YEAR STORM VOLUME _
AT ELEV. 663.81 THE VOLUME TREATED IS =
Compute Site HydrolOgiC Input Parameters
Using SCS hydrologic procedures andlor computer models the following data can
be datermlrlad for the development site
HYDROLOGIC INPUT DATA
11,412
13M8B9
124.277 cf required forireatmarlt
124,327 cF RELEASED GRADUALLY DURING 120 HOURS
WITH A PEAK RATE OF Approx. 2.04 dfs
Condition
Area
CN
4 �houraj
I.lmin)
Predav
9,56
ac
65
0-47
28.2
Post dev
31.72
ac
54
0,24
14.2
mm—

Results of Pmllminary Hydrologic Calculations
From Computer Model Results Using SCS Hydrologic Procedures)
Condition Runoff
Q,,,,,,
02.,„
❑n,,,,
025_,
05D_
GIs
cfs
cis
cfs
cfs
Pre -development now
1.70
1 A7
8.39
12.40
15.95
Post Development Detained
1.02
1.04
3,a5
4.60
5.12
The facility would require 2.85 ac-fi for
Water Quahly Volume IWQvj treatment
4t00_,
cfs
1 g.18
10.12
Perm Pool Storage
-Elevation Data
Elevation
Area (sfj
Area {ac)
HI (ft)
Inc. Vol 1=411
Acc. Vol (ac-R)
Acc. Vol (cn
652.5
110D0.0
0.253
0.0
0.000
0.000
0
653
11500.0
D.254
0.5
0.129
0.129
5625
654
12400.0
0.285
1.5
0.274
DAM
17575
055
14400.0
0.331
3.$
0.615
1.019
44375
658
16500.0
0.379
5.5
0.709
1.no
75275
660
L
18800.0
0.432
7.5
0.650
2.536
11D575
660.5
21500.0
0.494
8.0
0.231
2.770
120650
Permanent Pool Volume
Depth h =
a.00
It
PPE Elevation =
660.5
Shelf Elevation =
660
Bottom Elevation =
651.5
Bottom Elevation +1 =
652.5
PPE Surface Area =
21,500
sf
Shelf Area = I
I8,800
sf
Surface Area Bot Pond =
11 X0
sf
Permanent Pool Volume =
120,650
cf
Vshelf
762.5 of
A . Depth = 6.38 fI
Osing avq = 6.38 and 41 % im pervious cover, Min. SAIDA Raliu I From State Table 1)= 0.996
Surface area required = 11897 sf
Surface area provided = 21500 sf
Step 4 Siza Flow Diversion Structure- No Diversion Structure
Step 5 Compute Release Rates for Water Oualrty Control
Compule the release rate for water quality canlrol.
The water quality control volume (VJQv) is to be released over a 2-day
duration beyond the canter of rainfall (48 hours plus 3 hours) period.
Release Rate = 2.85 ac-ft X 43560 It'Isore 1(51 hrs X 3600 ser/hr)
0 677 cfs

Step 6
Compule Forobay Chamber Volume
The fdrebay chamber starage area above the filter media muat be Mixed 10 hold 20
percent of the water quality volume
Required Forebay Chamber Volume = 1Z0650.00 G x (0.20j =
= 24130 cf = 0.56 ao-ll
Proposed Forebay Chamber Volume F 22175 cf
Forebay Chamber
Stara e-Elevation
aatA
Elevation
Area (lin
AreaJac)
Hit ft
Inc. Vol jac-M
Ace. Vol ac-ft
Ace. Vol
655
2200.0
0.051
0.0
0,000
0.000
0.0
656
2600.0
0.064
1.0
0.057
0.067
2500.0
650
4000.0
0.092
3.0
0.156
0.213
9300.0
660
560o.0
0.129
50
0.2"
0.434
MM0.0
060.5
7500.0
0.172
55
0.075
0.509
22]75.0
Slop 7 Develop Water Quality Storage -Elevation Table
Permanent Pond Surface Elev = I 66p.5
Water Qua IIt Story e-Elevation 4ata
FJaMon
Area (sQ
Area ec
Hit (ftj
Inc, Vol ac-ft
Acc. Vol ac-ft
Ace. Vol
660.5
29000.0
0.666
0.0
0,000
0.0
661
34000,0
0.781
0.5
0.382
0 362
15750.0
663
41000.0
0.941
2.5
1,722
2083.
90750.0
665
4WW_0
1.102
4.5
2043.
4.126
179750.0
667
550W.0
1.263
6.5
2.365
6.491
282750,0
669
63000.0
1.446
8.5
2.709
9.200
400750.0
Step B Route Runoff Hydrographs through Wet Pond
Route all of the approphale runoff hydrographs through the wet pond facility wish the following goals
Release walerquality volume (WQV) wdhin 48.120 hours
Step 9 Water Quality Release Orifice Sizing
A=
385 00-
sr - av9.
h,:
3.50
C=
0.6
9=
32.2
t =
172800 sac = 46 hrs
a =
0.16414
ala =
5.49 in Llse 5 inch

Slep 10 Calculation forAnfi-Ilnlalian Concrete Anchor
A. Bouyancy
Elevation
Top of Dam =
fiti9AQ
Top of Box =
667.75
Pond Shelf =
66100
Bottom of Box =
659.30
Box Area =
25
at
Anchor Area =
56.25
sf 7.5' x 7.5'
Anchor thleknss =
1
Area of Riser - Inside 16 sf I Outsede 25 sf
V (warwall) = V (riser( + V(base fovang) = ((367.75-659.3] X (25) + 10 X (56 25) = 266 cf
Floatation = V(wetwell) x V{wafer} = 267.5 cf x 62.4 Ibk1= 16692 IDS
B. Counter 9ouyancy
Canc. WI = (V(cvnc. user) + V(conc. Footing)} x Conc. Unit Wl =
((25.16) x (667 75.659-30) + (56.25 x 1)} x 150 IbWcf = 19545 IDS
Earth WL = V(Efottt) x Ear1h Unit VVL =
(56.25.25)?L 1 2X 115 I.BSICF= 4313 Ibs
Ana-Floatatlon = 24158 Ihs
C. Safety Factor= $ 4 1.1 required by NCVENR for Anti-flbalion
Elevation
of Dam

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
4
Reach on L
ink
Wet Pond # 1

Wet Pond # 1 Charlotte 24-hr 1-yr 7 yr Rainfall=2.58"
Prepared by Microsoft Printed 2/10/2020
H droCAD® 10.00-22 sln 05047 Q 2018 H droCAD Software Solutions LLC Pacie 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-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
14.2 963 Total
Subcatchment 4S: POST WP # 1
Hydrograph
50_
48 45.27 cis
46
44 Charlotte 24-hr 1-yr
42-
40 1 yr Rainfall=2.58"
38
36 Runoff Area=31.720 ac
34
32
30 Runoff Volume=3.115 of
28- Runoff Depth=1.18"
26-
22
F. Flow Length=963'
18 Tc=14.2 min
14. CN=84
12
10.
8-
6:
4
2
..
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 24-hr 1-yr 9 yr Rainfal1=2.58"
Prepared by Microsoft Printed 2110/2020
HydroCADC7 10.00-22 s1n 05047 Q 2018 HydroGAD Software Solutions LLC Paae 3
Summary for Pond 33P: Wet Pond # I
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 mire
Primary - 1.02 cfs @ 19.02 hrs, Volume= 3.111 of
Routing by Star-lnd method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 13
Peak Eiev= 663.13' @ 19.02 hrs Surf.Area= 41,392 sf Storage= 95,631 cf
Plug -Flow detention tune= 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
659.00
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 1 Cutlet 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. Orifice/Grate C= 0.600
93 Device 1
663.20'
8.0" Vert. OrificelGrate C= 0.600
#4 Device 1
667.76'
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)
'�-1=Culvert (Passes 1.02 cfs of 14.76 cfs potential flaw)
2=OrificelGrate (Orifice Controls 1.02 cfs @ 7.49 fps)
3=00ficelGrate ( Controls 0.00 cfs)
=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)

Wet Pond # 'I Charlotte 24-hr 1-yr 7 yr Rainfall=2.58"
Prepared by Microsoft Printed 2/10/2020
H droCAD®10.00-22 s/n 05047 ©2018 H droCAO Software Solutions LLC Page 4
m
3
0
LL
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)
N Inflow
i Primary

Wet Pond # 1 Charlotte 24-hr 7-yr WQV Rainfall=3.12"
Prepared by Microsoft Printed 2/10/2020
H droCAD®10.00-22 sln 05047 C 2018 H droCAD Software Solutions LLC Page 5
Summary for Suhcatchment 4S: POST WP # 1
Runoff = 62.22 cfs [raj 12.12 hrs, Volume= 4.270 af, Depth= 1.62"
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=3.12"
Area ac CN Description
31.720 84 Post -Development
Te
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= 150"
33
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
Suhcatchment 4S: POST WP # 1
Hydrograph
® RunaH
65 - 822x crs
60 Charlotte 24-hr 1-yr
55 WQV Rainfall=3.12"
50 Runoff Area=31.720 ac
45 Runoff Volume=4.270 of
40
3 35
Runoff ❑epth =1.62"
�° 30 Flow Length=963'
25 Tc=14.2 min
20- CN=84
15
i0
5-
0 10 20 3❑ 40 50 60 70 80 90 100 110 120 130 140 15Q 160 170
Time (hours)

Wet Pond # 1 Charlotte 24-hr 1-yr WQV Rainfal1=3.12"
Prepared by Microsoft Printed 2/10/2020
HydroC_ADO 10.00-22 s/n 05047 © 2018 HydroCAD Software Solutions LLC Paae 6
Summary for Pond 33P: Wet Pond # 9
Inflow Area = 31.720 ac, Inflow Depth = 1.62" for WQV event
Inflow - 62.22 cfs @ 12.12 hrs, Volume= 4.270 of
Outflow = 2.04 cfs @ 15.94 hrs, Volume= 4.266 af, Atten= 97%, Lag= 229.1 min
Primary - 2.04 cfs @ 15.94 hrs, Volume= 4.266 of
Routing by Stor-Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 1 3
Peak Elev= 663.81' @ 15.94 hrs Surf,Area= 43,422 sf Storage= 124,327 cf
Plug -Flow detention time= 1,170,6 min calculated for 4.266 of (100% of inflow)
Center -of -Mass det. time= 1.169.8 min ( 2.007.4 - 837.6 )
Volume Invert Avall.Stora e Storage Description
#1 660.50' 399,250 of 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
(368.00
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 '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. tEngllsh) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=2.04 cfs @ 15.94 hrs HW=663.81' [Free Discharge)
't-1=Culvert (Passes 2.04 cfs of 16.49 cfs potential flow)
2=0rificelGrate {Orifice Controls 1.16 cfs @ 8.48 fps}
3=OrificelGrate (Orifice Controls 0.89 cfs @ 2.65 fps)
=Broad -Crested Rectangular Weir (Controls 0.00 cfs)

Wet Pond # 1 Charlotte 24-hr 7-yr WQV Rainfall=3.12"
Prepared by Microsoft Printed 2/10/2020
H droCADO 10.00-22 sln 05047 © 2018 H droCAD Software Solutions LLC Page 7
3
LL
Pond 33P: Wet Pond # 'I
Hydrograph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
Fnfi­nft.--�
® Primary

Wet Pond # 1 Charlotte 6-hr 2-yr 2 yr Rainfall=2.28"
Prepared by Microsoft Printed 2/10/2020
H droCAD®10.00-22 sln 05047 ©2018 H droCA❑ Software Solutions LLC Page 8
Summary for Subcatchment 4S: POST WP # 1
Runoff - 49.23 cfs @ 3.28 hrs, Volume= 2.506 af, Depth= 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 (acl CN ❑escriotion
31.720 84 Past -Development
Tc
Length
Slope
Velocity
Capacity Description
min
feet
fVft)
(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
Hyd rogra ph
55
� Runoff
-- Charlotte 6-hr
45- 2-yr
40- 2 yr Rainfall=2.28"
85 Runoff Area=31.720 ac
y 30 Runoff Volume=2.506 of
25 Runoff Depth=0.95"
2° Flow Length=963'
15- Tc=14.2 min
10 CN=84
5
1 - Fr%slfJ�: F/!2'f.-e`Jf-r- :.+-+/".•:: '/ld/ mil:"-•-l_•//%^fFfft e: fX
0 10 20 30 4 0 5 1 61 70 80 90 100 110 120 IiD 1•1 1 160 170

Wet Pond # 1 Charlotte 6-hr 2-yr 2 yr RainfaN=2.28"
Prepared by Microsoft Printed 2/10/2020
HydroCAD@ 10-00-22 s/n 05047 Q 2018 Hydro CAD Software Solutions LLC Pace 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 hrs, Volume=
2.506 of
Outflow -
1.04 cfs @
6.20 hrs, Volume=
2.503 af, Atten= 98%, Lag= 175.2 min
Primary =
1.04 efs @
6.20 hrs, Volume=
2.503 of
Routing by Stor-Ind 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 Inv_ ert 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 L= 59.5' Ke= 0.500
inlet/ Outlet Invert= 659.30' 1659.00' S= 0.0050 7 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 OutF'low Max=1.04 cfs @ 6.20 hrs HW=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=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.06 fps)
=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)

Wet Pond # 1 Charlotte 6-hr 2-yr 2 yr Rainfall=2.28"
Prepared by Microsoft Printed 2/10/2020
H droCAD0 10.00-22 s/n 05047 02018 H droCAD Software Solutions LLC Page 10
55
50
45
40
35
30
3
0 25
LL
20
15
10
5
Pond 33P: Wet Pond # I
Hydrograph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
■ Inflow
3 Primary

Wet Pond # 1 Charlotte 6-hr 10-yr 10 yr Rainfall=3. 72"
Prepared by Microsoft Printed 2/10/2020
HydroCAD@) 10.00-22 sln 05047 Q 2018 HydroCAD Software Solutions LLC Paae 11
Summary for Subcatchment 4S: POST WP # 1
Runoff 103.44 cfs @ 3.27 hrs, Volume= 5.620 af, ❑epth= 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-❑evelovment
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
115.
11
103.99 cls
10
100- Charlotte 6-hr 10-yr
90 10 yr Rainfall=3.72"
85 sa Runoff Area=31.720 ac
75
70 Runoff Volume=5.620 of
Gp Runoff Depth=2.13"
50_ Flow Length=963'
45 as Tc=14.2 min
35
30 `.'N=84
25
20
15 .
10
5
0
0 10 20 30 40 50 66 70 80 90 160 110 120 130 140 150 160 170
Time (hours)
® Runaff

Wet Pond # 1 Charlotte 6-hr 10-yr 10 yr Rainfal1=3. 72"
Prepared by Microsoft Printed 2/10/2020
HydroCADQ 10.00-22 sin 05047 C7 2018 HydroCA❑ Software Solutions LLC Pape 12
Summary for Pond 33P: Wet Pond # 'I
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.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 L= 59.5' Ke= 0.500
Inlet/ Outlet Invert= 659.30' 1659.00' S= 0.0050 7' 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
44 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 HVV=665.58' (Free Discharge)
'�-'-1=Culvert (Passes 3.85 cfs of 20.00 cfs potential flow)
2=OrificelGrate (Orifice Controls 1.45 cfs @ 10.62 fps)
3=00ficelGrate (Orifice Controls 2.40 cfs @ 6.88 fps)
=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)

Wet Pond # 1 Charlotte 6-hr 10-yr 10 yrRainfall=3.72"
Prepared by Microsoft Printed 2/10/2020
H droCAQ® 14.00-22 sln 05047 0 2018 H droCAD Software Solutions LLC Page 13
1i
11
1C
TC
c
c
8
8
7
7
v 6
5
LL 5
4
4
3
3
2
2
1
1
Pond 33P: Wet Pond # 1
Hydrograph
0 10 20 30 40 50 60 74 80 90 100 110 120 130 140 150 160 170
Time (hours)
i Inflow
Primary

Wet Pond # 1 Charlotte 6-hr 25-yr 25 yr Rainfall=4.38"
Prepared by Microsoft Printed 2110/2020
H droCAD® 10.00-22 sln 05047 @ 2018 H droCA❑ Software Solutions LLC Page 14
Summary for Subcatchment 4S: POST WP # 1
Runoff = 130.28 cfs @ 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 Post-❑evelocment
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
140-
13u.zs ers
130- Charlotte 6-hr
12Q-
25-yr
110-
100 25 yr Rainfall=4.38"
130 Runoff Area=31.720 ac
8° Runoff Volume=7.160 of
74 Runoff depth=2.71"
s0
50 Flow Length=963'
40. Tc=14.2 min
30.CN=84
20
10
0
Q 10 20 30 40 50 50 70 80 90 1Q0 110 120 130 140 15Q 160 17Q
Time (hours)
GI Runoff

Wet Pond # 1 Charlotte 6-hr 25-yr 25 yr Rainfall=4.38"
Prepared by Microsoft Printed 2/10/2020
H droCAD® 10.00-22 s/n 05047 D 2018 d droCAD Software Solutions LLC rape 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= 169.4 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 Avaii.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
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 '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'
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 HW=666.70' (Free Discharge)
I-'-1=Culvert (Passes 4.60 cfs of 21.95 cfs potential flow)
2=Orifice/Grate (Orifice Controls 1.61 cfs @ 11.79 fps)
3=Grifice/Grate (Orifice Controls 2.99 cfs @ 8.57 fps)
=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)

Wet Pond # 1 Charlotte 6-hr 25-yr 25 yr Rainfall=4.38"
Prepared by Microsoft Printed 2/10/2020
H droCADO 10.00-22 s/n 05047 © 2018 H droCAD Software Solutions LLC Page 15
140
130
120
110
100
90
80
3 70
a
LL
60
50
40
30
20
10
0-
0
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)
R Inflow
® Primary

Wet Pond # 1 Charlotte 5-hr 50-yr 50 yr Rainfali=4. 92"
Prepared by Microsoft Printed 2/10/2020
H droCAD@ 10.00-22 sln 05047 @ 2018 H droCAD Software Solutions LLC _ _page 17
Summary for Subcatchment 4S: POST WP # 1
Runoff = 150.50 cfs @7a 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-Develooment
Tc
Length
Slope
Velocity
Capacity Description
min
feet
Oft)
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
1
S -50 cis
150 Charlotte 8-hr
140 130 50-yr
120- 50 yr Rainfall=4.92"
110
100_ Runoff Area=31.720 ac
90 Runoff Volume=8.452 of
7070. Runoff Depth=3.20"
60: Flow Length=963'
50 Tc=14.2 m i n
40
30- CN=84
20
10.
a .
4 10 20 30 40 50 60 7o 80 90 100 110 120 60 140 150 160 170
Time (hours)
{8 Runoff

Wet Pond # 1 Charlotte 6-hr 50-yr 50 yr Rainfall=4.92"
Prepared by Microsoft Printed 2/10/2020
H droCAD& 10.00-22 sln 05047 © 2018 H droCAD Software Solutions LLC Paoe 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 Star -Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 13
Peak Elev= 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 -of -Mass det. time= 1,028.4 min ( 1,244.1 - 215.7 )
Volume Invert Avail. Stora e Stora e Description
#1 560,50' 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 Routino
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 '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
43 Device 1
663.20'
8.0" Vert. ❑rificelGrate 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=5.12 cfs @ 6.07 hrs HV11=667.61' (Free Discharge)
L7=Culvert (Passes 5.12 cfs of 23.39 cfs potential flow)
2=OrificelGrate (Orifice Controls 1.72 cfs @ 12.65 fps)
3=OrificelGrate (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 Rainfall=4.92"
Prepared by Microsoft Printed 2/10/2020
H droCAD®10.00-22 sln 05047 © 2018 H droCAD Software Solutions LLC Page 19
160
150
140
130
120
110
100
90
80
LL 70
60
50
40
30
20
10-
0-
u
Pond 33P: Wet Pond # 1
Hyd rogra ph
I 2U 3U 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
■ Inflow
® Primary

Wet Pond # 1 Charlotte 6-hr 100-yr 100 yr Rainfall=5.34"
Prepared by Microsoft Printed 2/10/2020
H droCADS 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
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
19❑
1 170.20 cts
170: Charlotte 6-hr
150 ry//y�
150 100—yr
134
10 100 yr Rainfall=5.34"
120 Runoff Area=31.720 ac
110
Y 144 Runoff Volume=9.471 of
80 Runoff Depth=3.58"
70- Flow Length=963"
64
50 Tc=14.2 min
40 CN=84
34
20
10
o=
0 10 20 30 40 50 60 70 80 90 100 110 120 13❑ 140 150 160 174
Time (hours)
® Runoff

Wet Pond # 1 Charlotte 6-hr 900-yr, 100 yr Rainfal1�5.34"
Prepared by Microsoft Printed 2/10/2020
H droCADO 10.00-22 sln 05047 © 2018 lldroCA❑ 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 Star -Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs 1 3
Peak Efev= 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.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 551000 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 ❑utFlow Max=10.09 cfs @ 4.78 hrs HW 667.97' (Free Discharge)
t1-Culvert (Passes 10.09 cfs of 23.95 cfs potential flaw)
2=❑rifice/Grate (Orifice Controls 1.77 cfs @ 12.98 fps)
3=Orifice/Grate (Orifice Controls 3.54 cfs @ 10.15 fps)
=Broad -Crested Rectangular Weir (Weir Ccntrois 4.78 cfs @ 1.33 fps)

Wet Pond # 1 Charlotte 6-hr 100-yr 100 yr Rainfall=5.34"
Prepared by Microsoft Printed 2/10/2020
H droCAD®10.00-22 sln 05047 © 2018 H droCA❑ Software Solutions LLC Page 22
Pond 33P: Wet Pond # 1
Hydrograph
■ Inflow
■ Primary
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time thours)

WET POND #2
CALCULATIONS

ymi
YAABROUGH-WILLIAM5 & HvULE, INC.
Pfairning ■ Surveying • Engineering
Wet Pond Calculations P. O BOX 7007
References: NCDENR DWO BMP Design Manual CHARLOTTE, N.C. 26241
Phone: [phone]
Dale. April26,2019 Pax: 704.556-0505
PROJECT: Courtyards on 4awyers Road
Base Data
Site Area Post = Total Drainage Area (Ac) = 74.34 ac
Pre-dev. Drainage Area ( Ac) 14.34 ac
Post Dev. Impervious Area (Ac)
Measured Impervious Area - 59 q
$4ils-Tyoas:_ Cecil. Enon.
Zonin0: Residenlial
Mrolo9ic Data
Pre - CM
and Use
Soil T e
Hydraftic Group
CN
[weighted) N
0.27
WoodsIGRASS
6
58
1.09
6.91
WoodsJGRASS
C
72
34.69
7.16
WoodWGRASS
p
79
39.44
14.34
Pre
CN
75
Post - QN
Acre a
Land Use
Soil Tyra
H drab is Qroun
CN
weighted) CN
8.45
Emdglpvt
98
57.75
0.10
Grass
B
61
0.43
2.84
Grass
C
74
14.66
2.95
Grass
D
60
16.46
1434
Post CN 69
CN 89

Steps 1 Determine it the devalopment seta and conditions are appropriate for The use of a
Wet Pond and consider any site -specific design consrderalions.
step 2 compute Water Quality Volume (W4v)
[ WQv for the Goose Creek Watershed shall be the difference in the storm Water runoff from the pre -development and post-devalopmenl condil+ors
Step 3
for the l-yaar, 24 hour storm.
Pre -development 1-year, 24 hr storm volume =
Posl-development 1-year, 24 hrslorm volume
DIFFERENCE IN } YEARS TOW VOLUME _
AT ELEV. 665.65 THE VOLUME TREATED 15 =
Compute Site Hydrologic Input Paramelurs
Using SCS hydrologic procedures andfw cdmpuler modals the lotlowing dale can
be determined for the development site
HYDROLOGIC INPUT DATA
3H, 329
793W.32
43,037 cf required for treatment
43,043 ef RELEASED GRADUALLY DURING 12D HOURS
WITH A PEAK RATE of Approx. 0.86 cfs
Condition
Area
CN
4 (hours)
E (min]
Pre dev
14.34
ac
75
0,51
SD,5
Post deV
14.34
ac
69
0.39
23.4

Results oF Prallmina ry Hydrologic Catculationa
;From Computer Model Results Using SCS Hydrologic Procedures)
Condition Runoff
01v
02.�
010.�
Q25
QW."p,
cfs
cfs
efs
cfs
ds
Pre -development now
7.45
7.48
21.90
29.47
35-54
Fort Development Detained
1.91
2.54
9-74
11.98
27-03
The facility would require 0.09 ac-R for
Water Quality Volume (WQv) treatment
Perm Pool Storage-Elevatioo
Data
Elevation
Area (sf)
Area (ac)
Ht eft}
Inc. Vol (ac-ft)
Acc. Viol ;ac- tE
Ace. Vol (of)
649
900
0-021
0.0
0.000
0.00D
a
650
1200-0
0-028
1.0
0-024
0.D24
1050
652
1800.0
0.D41
3.0
0.069
0.093
4050
654
2600.0
0.060
5-0
0.101
0,194
8450
D50
3400.0
1 0.078
7.0
0.138
0.332
14450
6M
4400.0
0.101
9.D
0.179
0-511
22250
660
5500.0
0-12B
11.0
0-227
0.738
32150
662
E700.0
OA54
13.0
0.2a0
1.Ole
44350
662.5
7600.0
0.174
12,5
0 W2
1.100
47925
Permanent Pool Volume
Depth=
13.50
it
PPE Elevation =
002.5
Shelf Elevation =
662
6oltom Elevation =
648
Bottom Elevation +1 =
649
PPE Surface Area =
7,6D0
sf
Shelf Area = 1
6.700
rf
Surface Area Bot Ppnd =
NO
sf
Permanent PpW Volume
47,925
ct
Vahelf
252 cf
Avg. Depth = 7.12 It
Using avg = 7.12 and 59% impervious Cover, Min, SA DA Ratio = 1-090%
Surface area required = 5806 sf
Surface area provided = 7600 sl
Step 4 Size Flow Diversion Struclure - No Diversion Structure
Step 5 Compute Release Rates for Water Quality Cori trol
Compute the release (ale for water quality conlrbl
The waler quality control volume (WQv) is to be released over a 2-day
duration beyond the center of rainfall (48 hours plus 3 hours) period.
Release Rate = 0.99 ac-ft % 43MO felacre 1(51 hrs X 3800 secihr)
= 0.234 cfs

step 6
Campine Fgrabay Chamber Volume
The forebay chamber storage area above the fitter media must be sized to hold 20
percent of the water quality volume
Required Forebay Chamber Volume = 47925.00 sf x (0.15) _
7188.75 c! = 017 aGft
Proposed Forabny Chamber Volume = 7350 cr I
Forebay Chamber
Store e-Elevation
Data
Elevation
Area sf
Area ac
HER
Inc. Vol sc-ft
Acc. Vol ac-tt
Acc. Vol
656
200.0
0.007
0.0
O.Ow
0.000
0.0
65e
700.0
0.016
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.D69
3000.0
681
00.0
0.037
5.0
0,033
0.102
4450.q
%2
2000.0
0.048
6.0
0.R41O
0.143
B250.0
562.$
2400.0
0.055
6.5
.D25
0.169
7350.0
Step 7 Develop Water Quality Slorage-Elevation Table
Permanent Pond Surface Elev. = 1 662.5
Water Qu Storage -Elevation Qata
Elevation
Area isn
Area ac
Ht
Inc, Vol ac-ft
Acc. Vol ac-ft
Ace. Vot cf
662.5
10000.0
0.230
0.0
0.000
0.0
663
11300.0
0.259
0.5
0.122
6.122
5325.0
665
14DOOL
0.321
2.5
0.581
0.703
3t1625.0
667
17100.0
0.393
4.5
0.714
1.417
61725.0
669
20300.0
0.466
6.5
0.859
2.276
99125.0
671
23900.0
0.549
8.5
1.015
3.290
143325.0
Step 6 Route Runoff Hydmgraphs through Wet Pond
Route all of the appropriate runoff hydrographs through the wet pond facility, with the Shcowing goal&:
Release Water quality volume (WQV) within 48.120 hours
Step 9 Water Quality Release Cnfcce Sizing
A=
12504.0 of - avg.
3.50
C=
0.6
g=
32.2
t =
172800 sec = 46 hrs
a =
0.05621
Dla =
321 in Use 3 inch

Step 10 Calculation tar Anti-flotalton Concrele Anchor
A. 9ouyancy
Elevation
Top of Dam =
071.00
Tge of Box =
569.35
Pond Shelf =
662.00
BOltom of Box =
680.91
box Area =
25
St
Anchor Area =
49
sf Tx T
Anehori mm— =
1
Area of Riser - Inside 16 st 1 Outside 25 sf
V (wetwell) = V (riser) + V(base fooling) _ (869.35 - 660.91) x 25 + (1.05( 49(=
260 cf
FloataliDn = Viwetweit) x V(water) = 260 cf x 62.4 Ibld =
16224 IDS
8 Counler Bouyancy
Conc. Wt. = (V(COnc. riser)+ V(conc. Footing)) x Conc Unit Wl. _
{(25-16) x (559.35.660.91)+ (49 x 1)) x 150 Ibslcf =
10744 Ibs
Earth M. = V(Earth) x Earth Unil Wt =
(49-25) x 1.59 % 115 LBSICF =
4388 IDS
Anli-Floalalian = 23132
IDS
C. Satety Factor = 14 1 1 required by NCOENR For Anti-floadn
Anchor
Invert
Lion
1.8
1
Sr

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)

POST WP #2
Subcat f2each vn Link
Wet Pond # 2

Wet Pond #2 071219 Charlotte 24-hr 7-yr 1 yr Rainfall=2.58"
Prepared by Microsoft Printed 2/10/2020
H droCAD@ 10.00-22 s/n 05047 ©2018 H droCAD Software Solutions LLC Page 2
Summary for Subcatchment 4S: POST WP #2
Runoff = 21.26 cfs @ 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 Past-Develooment
Tc
Length
Slope
Velocity
Capacity Description
min
(feet)
(f#/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
23
22
21
20
19
18
17
16
15
14
13
Y 12
0 11
LL 10
9
8
7
6
5
4
3
2
1
0
Subcatchment 4S: POST WP #2
Hydrograph
Charlotte 24-h r 1-yr
I yr Rainfall=2.58"
Runoff Area=14.340 ac
Runoff Volume=1.822 of
Runoff Depth=1.52"
Flow Length=430'
Tc=23.4 min
CN=89
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 24-hr 9-yr f yr RainfaN=2.58"
Prepared by Microsoft Printed 2/10/2020
HydraCAD� 10.00-22 sln 05047 © 2018 HydroCAD Software Solutions LLC Paae 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 thin
Primary = 1.91 cfs @ 13.44 hrs, Volume= 1.822 of
Routing by Stor-Ind method, Tune Span= 0.00-179.00 hrs, dt= 0.01 hrs 1 3
Peak Eiev= 666.10' @ 13.44 hrs Surf.Area= 15,662 sf Storage= 47,003 cf
Plug -Plow 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 (Recal .)
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 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 OutFIow Max=1.91 cfs @ 13.44 hrs HIN=666.10' (Free ❑ischarge)
'�--1=Culvert (Passes 1.91 cfs of 30.97 cfs potential flowy
2=Orifice/Grate (Orifice Controls 0.44 cfs @ 8.98 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
=Orifice/Grate (Orifice Controls 1.47 cfs @ 2.64 fps)
=Orifice/Grate ( Controls 0.00 cfs)

Wet Pond #2 071219 Charlotte 24-hr 1-yr 1 yr Rainfall=2. 58"
Prepared by Microsoft Printed 2/10/2020
HydroCADID 10.00-22 sln 05047 ©2018 HydroCA❑ Software Solutions LLC Page 4
Pond 33P; Wet Pored # 2
Hydrograph
■ Inflow
Primary
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 24-hr 9-yr WQV Rainfall=2.30"
Prepared by Microsoft Printed 2/10/2020
HydroCAD®10.00-22 sln 05047 @ 2018 HydroCAO Software Solutions LLC Paste 5
Summary for Subcatchment 4S: POST WP #2
Runoff - 17.87 cfs @ 12.22 hrs, Volume= 1.531 af, Depth= 1.28"
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=2.30"
Area (ac) CN Description
14.340 89 Post-Develonment
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 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
20-
19
17.07 ds
1-
17Charlotte 24-hr 1-yr
15 WQV Rainfall=2.30"
15
14.
Runoff Area=14.340 ac
13
12 Runoff Volume=1.531 of
11 10 Runoff ❑epth=1.28"
9 Flow Length=430'
8-
7 Tc=23.4 min
5 CN=89
5
4
3
2.
1
1 - - - rfrrfrr: r:.•.
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 1
® Runoff

Wet Pond #2 071219 Charlotte 24-hr- 7-yr WQV Rainfall=,2.30"
Prepared by Microsoft Printed 2/10/2020
HvdroCAD@ 10.00-22 sln 05047 © 2018 HvdroCAD Software Solutions LLC Pace 6
Summary for Pond 33P: Wet Pond # 2
Inflow Area = 14.340 ac, Inflow Depth = 1.28" for WQV event
Inflow = 17,87 cfs @ 12.22 hrs, Volume= 1.531 of
Outflow = 0.96 cfs @ 14.66 hrs, Volume= 1.531 af, Atten= 95%, Lag= 146.5 min
Primary = 0.96 cfs @ 14.66 hrs, Volume= 1.531 of
Routing by Stor-Ind method, Time Span= 0.00-179.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 665,85' @ 14.66 hrs Surf.Area= 15,268 sf Storage= 43,043 cf
Plug -Flow detention time= 1,071.5 min calculated for 1.531 of (100% of inflow)
Center -of -Mass det. time= 1,071.5 min ( 1,911.9 - 840.4 )
Volume Invert Avail -Storage Storage Description
#1 662.50' 143,325 cf Custom Stage data (Prismatic) Listed below (Recale)
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
41 Primary
660.91'
24.0" Round Culvert L= 65.3' Ke= 0.500
Inlet/ 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
#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. ❑rificelGrate C= 0,600
Primary ❑utFlow Max=0.95 cfs @ 14.66 hrs HW=665.85' (Free Discharge)
t-1=Culvert (Passes 0.95 cfs of 30.01 cfs potential flow)
2=OrificelGrate (Orifice Controls 0.42 cfs @ 8.64 fps)
3=13road-Crested Rectangular Weir ( Controls 0.00 cfs)
=❑rificelGrate (Orifice Controls 0.53 cfs @ 2.00 fps)
5=OrificelGrate ( Controls 0.00 cfs)

Wet Pond #2 071219 Charlotte 24-hr 7-yr WQV Rainfall=2.30"
Prepared by Microsoft Printed 2/10/2020
HydroCAD® 10.00-22 sln 05047 0 2018 HydroCAD Software Solutions LLC Page 7
20
19
18
17
16
15
14
13
12
w 11
u
10
v_
9
8
7
6
5
4
3
2
1
0
0
Pond 33P: Wet Pond # 2
Hydrograph
10 20 30 40 50 60 70 84 90 100 110 120 130 140 150 160 170
Time {hours]
� Inflow
IN Primary

Wet Pond #2 071219 Charlotte 6-hr 2-yr 2 yr Rainfall=2.28"
Prepared by Microsoft Printed 2/10/2020
H ydroCAD® 10.00-22 sln 05047 © 2018 H droCAD Software Solutions LLC Page 8
Summary for Subcatchment 4S: POST WP #2
Runoff = 23.48 cfs @ 3.40 hrs, Volume= 1.511 af, Depth= 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 -Development
Tc
Length
Slope
Velocity
Capacity Description
_ (min)
(feet)
(ftlsec)
(cfs)
18.3
150
0.0600
0.14
Sheet Plow, 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
26
/ Charlotte ■
p/a
•
Runoff ■ J A
Runoff
* ■ l i Runoff i! ■ ■
■ ■ J
J min
CN={
/• ■
f
� Runoff

Wet Pond #2 071219 07arfotte 6-hr 2-yr 2 yr RarnfaN=2.28"
Prepared by Microsoft Printed 2110/2020
H draCADG 10.00-22 sln 05047 O 2018 H ydroCAD Software Solutions LLC Pa e 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 @7a 4.56 hrs, Volume= 1.511 af. Atten= 89%, Lague 69.9 min
Primary = 2.54 cfs @ 4.56 hrs, Volurne= 1.511 of
Routing by Star -Ind method, Time Spa n= 0.DO- 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 )
Volume Invert Avaii,Storage Storage Description
#1 662.50' 143,325 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc,Store Cum -Store
(feet)
(sg-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
141000
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
lniet 1 Outlet invert= 660.91' 1 660.50' 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
##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 ❑utFlow Max=2.54 cfs @ 4.56 hrs HW=666.24' (Free Discharge)
L1=Culvert (Passes 2.54 cfs of 31.47 cfs potential flow)
2=Grifice/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)
S=Orifice/Grate ( Controls 0.00 cfs)

Wet Pond #2 071219 Charlotte 6-hr 2-yr 2 yr Rainfall=2.28"
Prepared by Microsoft Printed 2/10/2020
HydroCAD®10.00-22 sln 05047 02018 HydroCA❑ Software Solutions LLC Pace 10
Pond 33P: Wet Pond # 2
u
LL
Hydrograph
0 10 20 30 40 50 50 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
FIN-1 Tfl 0—w
® Primary

Wet Pond #2 071219 Charlotte 6-hr 10-yr 10 yr Rainfall=3. 72"
Prepared by Microsoft Printed 2/10/2020
HydroCAD@ 10.00-22 sln 05047 Q 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, Depth= 2.56"
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
14.340 89 Post -Development
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ftlft)
(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 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
50-
44- Charlotte 6-hr 1 0-yr
42
40 10 yr Rainfall=3.72"
3S-
36 Runoff Area=14.340 ao
34
3o Runoff Volume=3.061 of
26 Runoff ❑epth=2.56"
22 Flow Length=430'
20
1e Tc=23.4 min
16.
14 CN=89
12
10
8
6
4
2
0
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 Chadotte 6-hr 10-yr 10 yr- Rainfaff=3. 72"
Prepared by Microsoft Printed 2/10/2020
Fi droCAD@ 10.00-22 sln 05047 @ 2018 H droCAD 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
Outflow - 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 Stor-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 cf
Plug -Flow detention time= 485.3 min 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 (Recalc)
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' 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 ON 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)
L1-Culvert {Passes 9.74 cfs of 38.08 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.56 cfs @ 11.42 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
=❑rificelGrate (Orifice Controls 7.57 cfs @ 7.08 fps)
5=Orifice/Grate (Orifice Controls 1.61 cfs @ 4.60 fps)

Wet Pond #2 071219 Charlotte 6-hr 10-yr 10 yr Rainfall=3.72"
Prepared by Microsoft Printed 2/10/2020
H droCAD®10.00-22 sln 05047 C 2018 H droCA❑ Software Solutions LLC Pac
je 13
u
3
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)
■ Inflow
® Primary

Wet Pond #2 071219 Charlotte 6-hr 25-yr 25 yr Rainfall=4.38"
Prepared by Microsoft Printed 2/10/2020
H droCAD0 10.00-22 s/n 05047 d 2018 H droCAD Software Solutions LLC Page 14
Summary for Subcatchment 4S: POST WP #2
Runoff = 54.91 cfs @ 3.35 hrs, Volume= 3.802 af, ❑epth= 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 Description
14.340 89 Post -Development
Tc
Length
Slope
Velocity
Capacity Description
min
feet
ft/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
60-
E7 Runoff
55 M Charlotte 8-hr
50 25-yr
45 25 yr Rainfall=4.38"
40 Runoff Area=14.340 ac
35 Runoff Volume=3.802 of
° 30 Runoff ❑epth=3. 1 8"
25
20 Flow Length=430'
Tc=23.4 min
35
CN=89
10-
5
0
10 20 30 40 50 60 70 80 9b 160 lio 1 130 140 150 160 1

Wet Pond #2 071219 Charlotte 6-hr 25-yr 25 yr Rainfall=4.36"
Prepared by Microsoft Printed 2/10/2020
HvdroCADO 10.00-22 sin 05047 @ 2018 HvdroCAD 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 1 3
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 - 220.8 )
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' 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. OrificelGrate 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. OrificOGrate C= 0.600
#5 Device 1
667.00'
8.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=11.98 cfs @ 3.99 hrs HW=669.19' (Free Discharge)
'T-'-1=Culvert (Passes 11.98 cfs of 40.83 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.61 ofs @ 12.34 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
=OrificelGrate (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 2/10/2020
H droCAD®10.00-22 sln 05047 @ 2018 H droCAD Software Solutions LLC Page 16
s
5
5
4
4
n 3
3
LL
2
2
1
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 50-yr 50 yr Rainfall=4.92"
Prepared by Microsoft Printed 2/10/2020
H droCADD 10.00-22 s/n 05047 C 2018 H droCAD Software Solutions LLC Page 17
Summary for Subcatchment 4S: POST WP #2
Runoff = 62.36 cfs @ 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
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 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
� Runoff
60 Charlotte 6-hr
55- 50-yr
50 50 yr Rainfall=4.92"
45 Runoff Area=14.340 ac
. 3S 40 Runoff Volume=4.4'16 of
3
30. Runoff ❑epth=3.70"
25 Flow Length=430"
20 Tc=23.4 m i n
15 CN=89
1❑
5
'1 +/JC./'..!f .v/////a ff!!/ �/fw�//C!•: JJ f/JJ/. �r•.✓/f8'ff./J!A'/f/!/.Pl!6/fJ./!J!
1 10 20 30 40 50 60 70 60 90 100 110 120 130 140 150 160 1711

Wet Pond #2 071219 Charlotte 6-hr 50-yr 50 yr Rainfall= 4.92 "
Prepared by Microsoft Printed 2/10/2020
H droCAD® 10.00-22 sin 05047 @ 2018 H droCAD Software Solutions LLC Page 18
Summary for Pond 33P: Wet Pond # 2
Inflow Area = 14.340 ac, lnflow 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 13
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 (100% 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 ROLiting
Invert
Outlet Devices
#1 Primary
660,9V
24.0" Round Culvert L= 65.3' Ke= 0.500
Inlet/ Outlet Invert= 660-91' l 660-50' S= 0.0063'1' Cc= 0.900
n= C.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. DrificelGrate C= 0-600
#5 Device 1
667.00'
8.0" Vert. Orifice/Grate C= 0-600
Primary OutFlow Max=20.97 cfs @ 3.80 hrs HW=669.66' (Free Discharge)
L1=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)
=Orifice/Grate (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 2/10/2020
H droCAD010.00-22 s/n 05047 @ 2018 N droCAD Software Solutions LLC Page 19
w
3
a
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)
■ Inflow
A Primary

Wet Pond #2 071219 Charlotte 6-hr 100-yr 100 yr Rainfall=5.34"
Prepared by Microsoft Printed 2/10/2020
H droCAD010.00-22 s/n 05O47 ©2018 H droCAD Software Solutions LLC Pacie 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 _ 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 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
75-:
69 6* dfs
70 Charlotte 6-hr
65
60- 1 00-yr
55 100 yr Rainfall=5.34"
5p Runoff Area=14.340 ac
45
40 Runoff Volume=4.897 of
35 Runoff Depth=4.1 0"
30 Flow Length=430'
25-
20. Tc=23.4 m i n
15 CN=89
10
5-
0
0 10 20 30 40 50 6❑ 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
� Runoff

Wet Pond #2 071219 Charlotte 6-hr 100-yr 100 yr Rainfall=5.34"
Prepared by Microsoft Printed 2/10/2020
H droCAD®10.00-22 sin 05047 02018 H droCAD Software Solutions LLC Page 21
Summary for Pond 33P: Wet Pond # 2
Inflow Area = 14.340 ac, inflow ❑epth = 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 l 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
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'l' 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 0.6' 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. OrificelGrate C= 0.600
#5 Device 1
667.00'
8.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=31.28 cfs @ 3.69 hrs HW=669.87' (Free Discharge)
I-'-1=Culvert (Passes 31.28 cfs of 42.67 cfs potential flow)
2=Orifice/Grate (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)
5=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 2/1012020
HydroCAD® 10.00-22 slrl 05047 ©2018 HydroCAD Software Solutions LLC Paae 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)