20090554 Ver 3_20-042 Stormwater Design Calcs_20210325

OLDE MILL STREAM — Phase 2
S. Halifax Road
Nash County, NC
STORMWATER
DESIGN CALCULATIONS
August 26, 2020
CA13 p....
BARTLETT
&&JWEYW,PC
1906 Nash Street North Wilson, NC 27893-1726
Phone: [phone] Fax: [phone]
Robert

TABLE OF CONTENTS

General Description

Site Data

Design Criteria

USGS Quad Map

USDA Soil Survey Map

Storm Sewer System Calculations
 Storm Sewer Inventory
 Structure Report
 Storm Sewer Summary
 Storm Sewer Tabulation
 Hydraulic Grade Line Computations
 Inlet Report/Gutter Spread (2-Yr)
 Dissipator Pad Calculations

Wet Pond Design Calculations
 Nutrient Calculations
 Supplement EZ
 Stormwater Pond Design Data
 10-Yr & 25-Yr Hydrograph Report
 Pond Calculations

SCM Operations & Maintenance Manual

OLDE MILL STREAM – Phase 2
STORMWATER POND DESIGN CALCULATIONS

GENERAL SITE DESCRIPTION

The proposed project is located at the corner of S. Halifax R (SR 1544), in Nash County. (Latitude: 35.946597°;
Longitude: -77.871316 °). The site is currently wooded with areas that was used for farming. Phase 1 have been
previously approved and currently under construction but is included in this report for purposes of determining the
overall post development total nutrient export and the peak flow difference with the pre-development condition for
the whole project site.

The attached USGS topographic map shows a blue line (Maple Creek) crossing the property on the south but will
not be impacted by the development.

Site Data:
Total acreage 95.30+/- acres
Phase 1 20.31+/- acres
Phase 2 38.42+/- acres

Total number of lots
Phase 1 61 (including SCM Lot 48)
Phase 2 141

Roadway impervious
Phase 1 2.42+/- acres
Phase 2 4.04+/- acres
Total 6.46+/- acres

Total BUA
Lots 1-61 3.25 acres
Lots 62-102 9.52 acres
Total 12.77 acres

Open Space
(Lots 205-206) 31.2+/- acres (including SCM’s)

Proposed impervious
Phase 1 5.67 acres ( 5.95%)
Phase 2 13.56 acres (14.23%)
Total 19.23 acres (20.18%)

Design Criteria:

Easement:
- BMPs/SCMs : 15 feet beyond top of bank or toe of slope.
- Drainage pipes: 25 feet centered

Street & Gutters:
- 2-yr storm maximum spread of water from edge of pavement into the travel lane = 6 feet
- Minimum longitudinal slope = 0.5%

Storm Drainage Pipes
- Design storm event: 10-year
- Minimum pipe slopes:
o 36” diameter or less = 0.5%
o Greater than 36” = 0.3%
- Maximum Slope = 12%
- Minimum flow velocity at 10-year storm = 2.5 fps
- Pipe type: RCP Class III or higher
- Minimum size: 15” for pipes to be maintained by the City of Rocky Mount
- Flared end sections required for pipes 48” or less

Stormwater Detention
- Peak flow: Post Development =/< Pre-Development conditions up to the 25-yr storm event.

/776.

/ x.
■y BoE

STORM SEWER SYSTEM
CALCULATIONS

 STORM SEWER INVENTORY
 STRUCTURE REPORT
 STORM SEWER SUMMARY
 STORM SEWER TABULATION
 HYDRAULIC GRADE LINE COMPUTATIONS
 INLET REPORT/GUTTER SPREAD (2-YR)
 DISSIPATOR PAD CALCULATIONS

Storm Sewer Inventory Report
Page 1
Line
No.
Alignment
Flow Data
Physical Data
Line ID
Dnstr
Line
No.
Line
Length
(ft)
Defl
angle
(deg)
Junc
Type
Known
Q
(cfs)
Drng
Area
(ac)
Runoff
Coeff
(C)
Inlet
Time
(min)
Invert
El Dn
(ft)
Line
Slope
(%)
Invert
El Up
(ft)
Line
Size
(in)
Line
Shape
N
Value
(n)
J-Loss
Coeff
(K)
Inlet/
Rim El
(ft)
1
End
46.003
-123.423
Comb
0.00
0.26
0.60
5.0
121.00
0.35
121.16
42
Cir
0.013
0.50
126.50
LA2
2
1
27.504
16.502
Comb
0.00
0.22
0.50
5.0
121.16
0.36
121.26
42
Cir
0.013
1.50
126.50
LA3
3
2
38.686
-47.294
Comb
0.00
0.18
0.50
5.0
121.91
0.49
122.10
30
Cir
0.013
1.16
127.10
LA10
4
3
24.500
-46.906
Comb
0.00
0.26
0.50
5.0
122.10
0.49
122.22
30
Cir
0.013
1.50
127.10
LA11
5
4
80.000
89.835
Comb
0.00
0.36
0.50
5.0
122.22
1.00
123.02
30
Cir
0.013
1.50
127.84
LA12
6
5
142.644
-0.723
Comb
0.00
0.48
0.50
5.0
123.02
1.05
124.52
30
Cir
0.013
1.50
129.28
LA14
7
6
136.055
-12.205
Comb
0.00
0.05
0.60
5.0
125.02
1.00
126.38
24
Cir
0.013
1.49
130.68
LA16
8
7
81.000
-7.353
Comb
0.00
0.46
0.45
17.0
126.38
1.00
127.19
24
Cir
0.013
0.50
131.49
LA20
9
8
109.750
0.000
Comb
0.00
0.40
0.45
16.6
127.18
1.00
128.28
24
Cir
0.013
1.50
132.58
LA21
10
9
60.000
0.000
Comb
0.00
0.35
0.45
16.7
128.83
1.00
129.43
18
Cir
0.013
0.50
133.18
LA23
11
10
60.366
0.000
Comb
0.00
0.41
0.45
17.4
129.43
0.99
130.03
18
Cir
0.013
0.50
133.79
LA24
12
11
64.440
0.000
Comb
0.00
0.33
0.45
17.8
130.03
0.99
130.67
18
Cir
0.013
1.50
134.43
LA25
13
12
55.663
-4.759
Comb
0.00
0.28
0.50
16.8
130.67
1.11
131.29
18
Cir
0.013
0.54
135.01
LA27
14
13
94.574
-18.024
Comb
0.00
0.25
0.50
16.0
131.29
1.10
132.33
18
Cir
0.013
1.48
136.01
LA28
15
14
100.450
-22.945
Comb
0.00
0.42
0.50
5.0
132.58
0.76
133.34
15
Cir
0.013
1.49
137.06
LA30
16
15
24.500
82.982
Comb
0.00
0.31
0.50
5.0
133.34
0.49
133.46
15
Cir
0.013
1.50
137.06
LA31
17
16
128.000
-90.000
Comb
0.00
0.48
0.50
5.0
133.66
1.00
134.94
15
Cir
0.013
1.00
138.34
LA32
18
14
24.500
78.528
Comb
0.00
0.31
0.50
5.0
132.48
0.53
132.61
15
Cir
0.013
1.00
136.01
LA29
19
12
24.500
90.000
Comb
0.00
0.48
0.50
5.0
130.90
0.53
131.03
15
Cir
0.013
1.00
134.43
LA26
20
9
24.500
90.000
Comb
0.00
0.47
0.50
5.0
128.78
0.53
128.91
18
Cir
0.013
1.00
132.58
LA22
21
7
39.952
-52.353
Comb
0.00
0.15
0.60
5.0
127.27
1.73
127.96
15
Cir
0.013
1.13
132.19
LA18
22
21
24.500
45.000
Comb
0.00
0.64
0.50
16.4
128.16
0.49
128.28
15
Cir
0.013
1.00
132.19
LA19
23
7
24.500
82.647
Comb
0.00
0.45
0.50
5.0
127.15
0.49
127.27
15
Cir
0.013
1.00
130.68
LA17
Olde Mill Stream Phase 2
Number of lines: 63
Date: 8/25/2020
Storm Sewers v2021.00

Storm Sewer Inventory Report
Page 2
Line
No.
Alignment
Flow Data
Physical Data
Line ID
Dnstr
Line
No.
Line
Length
(ft)
Defl
angle
(deg)
Junc
Type
Known
Q
(cfs)
Drng
Area
(ac)
Runoff
Coeff
(C)
Inlet
Time
(min)
Invert
El Dn
(ft)
Line
Slope
(%)
Invert
El Up
(ft)
Line
Size
(in)
Line
Shape
N
Value
(n)
J-Loss
Coeff
(K)
Inlet/
Rim El
(ft)
24
6
24.500
85.798
Comb
0.00
0.34
0.50
5.0
125.75
0.49
125.87
15
Cir
0.013
1.00
129.28
LA15
25
2
77.247
-94.311
Comb
0.00
0.27
0.50
5.0
121.26
0.60
121.72
24
Cir
0.013
0.50
126.98
LA4
26
25
229.515
-6.937
Comb
0.00
1.06
0.45
5.0
121.72
0.60
123.10
24
Cir
0.013
1.48
126.90
LA5
27
26
74.312
14.178
Comb
0.00
0.26
0.50
5.0
123.10
0.50
123.47
18
Cir
0.013
0.50
127.18
LA7
28
27
125.299
11.785
Comb
0.00
0.21
0.60
5.0
123.72
0.50
124.35
15
Cir
0.013
1.50
127.84
LA8
29
28
25.485
85.618
DrGrt
0.00
0.84
0.50
5.0
124.35
0.47
124.47
15
Cir
0.013
1.00
128.00
LA9
30
5
24.500
90.000
Comb
0.00
0.42
0.50
5.0
124.31
0.49
124.43
15
Cir
0.013
1.00
127.84
LA13
31
26
27.500
-80.204
Comb
0.00
0.62
0.60
5.0
123.36
0.51
123.50
15
Cir
0.013
1.00
126.90
LA6
32
End
32.250
-50.772
DrGrt
0.00
0.01
0.60
5.0
120.70
0.40
120.83
42
Cir
0.013
0.51
128.93
LB2
33
32
128.000
16.972
Comb
0.00
0.25
0.50
5.0
120.83
0.50
121.47
36
Cir
0.013
0.50
130.07
LB3
34
33
27.502
0.000
Comb
0.00
0.45
0.50
13.7
121.47
0.47
121.60
36
Cir
0.013
2.22
130.08
LB4
35
34
114.288
85.663
Comb
0.00
0.86
0.50
16.1
121.60
0.50
122.17
36
Cir
0.013
1.96
127.20
LB7
36
35
149.763
-91.398
DrGrt
0.00
0.89
0.50
5.0
122.67
3.72
128.24
24
Cir
0.013
0.50
132.50
LB8
37
36
175.052
-7.100
Comb
0.00
0.70
0.50
5.0
128.74
3.00
133.99
18
Cir
0.013
0.50
137.77
LB9
38
37
24.500
0.000
Comb
0.00
0.78
0.50
5.0
134.24
0.49
134.36
15
Cir
0.013
1.00
137.77
LB10
39
34
154.284
-79.068
Comb
0.00
0.49
0.50
5.0
126.43
2.60
130.44
15
Cir
0.013
0.50
134.05
LB5
40
39
112.430
16.196
Comb
0.00
0.43
0.60
5.0
130.64
1.45
132.27
15
Cir
0.013
1.00
135.67
LB6
41
35
71.507
-3.514
Comb
0.00
0.86
0.50
5.0
122.17
0.50
122.53
30
Cir
0.013
1.50
126.41
LB11
42
41
136.160
-6.225
Comb
0.00
0.39
0.45
13.2
123.53
0.50
124.21
18
Cir
0.013
0.50
127.06
LB13
43
42
77.418
-6.403
Comb
0.00
0.35
0.45
14.7
124.21
0.50
124.60
18
Cir
0.013
0.50
127.45
LB14
44
43
70.612
-4.436
Comb
0.00
0.43
0.45
15.4
124.60
0.51
124.96
18
Cir
0.013
0.50
127.81
LB15
45
44
127.906
-5.950
Comb
0.00
0.06
0.60
5.0
124.96
0.49
125.59
18
Cir
0.013
1.21
128.45
LB16
46
45
40.653
-50.142
Comb
0.00
0.31
0.50
15.5
125.59
0.49
125.79
18
Cir
0.013
1.66
129.10
LB17
Olde Mill Stream Phase 2
Number of lines: 63
Date: 8/25/2020
Storm Sewers v2021.00

Storm Sewer Inventory Report
Page 3
Line
No.
Alignment
Flow Data
Physical Data
Line ID
Dnstr
Line
No.
Line
Length
(ft)
Defl
angle
(deg)
Junc
Type
Known
Q
(cfs)
Drng
Area
(ac)
Runoff
Coeff
(C)
Inlet
Time
(min)
Invert
El Dn
(ft)
Line
Slope
(%)
Invert
El Up
(ft)
Line
Size
(in)
Line
Shape
N
Value
(n)
J-Loss
Coeff
(K)
Inlet/
Rim El
(ft)
47
46
125.178
-46.180
Comb
0.00
0.54
0.45
13.8
125.79
0.85
126.86
18
Cir
0.013
0.50
130.52
LB19
48
47
104.892
12.111
Comb
0.00
0.81
0.50
18.3
127.11
0.95
128.11
15
Cir
0.013
1.00
131.53
LB20
49
46
24.500
43.814
Comb
0.00
0.44
0.50
5.0
126.33
0.49
126.45
15
Cir
0.013
1.00
129.10
LB18
50
41
27.500
87.857
Comb
0.00
0.71
0.60
5.0
123.76
0.51
123.90
15
Cir
0.013
1.00
126.41
LB12
51
End
169.250
-94.292
Comb
0.00
0.69
0.50
5.0
121.95
0.50
122.79
30
Cir
0.013
0.50
127.00
LB21
52
51
24.500
0.000
Comb
0.00
0.89
0.50
5.0
123.29
0.53
123.42
24
Cir(2b)
0.013
1.50
127.00
LB22
53
52
19.000
-89.279
Comb
0.00
0.64
0.50
5.0
123.54
1.05
123.74
24
Cir
0.013
1.50
127.08
LB25
54
53
149.052
89.259
DrGrt
0.00
0.92
0.50
5.0
123.74
1.20
125.53
24
Cir
0.013
1.50
129.82
LB26
55
54
149.267
0.000
Comb
0.00
0.68
0.50
5.0
125.53
1.20
127.32
24
Cir
0.013
0.50
131.86
LB28
56
55
24.500
0.000
Comb
0.00
4.20
0.35
35.8
127.88
0.49
128.00
24
Cir
0.013
1.50
131.86
LB29
57
56
176.000
90.000
Comb
0.00
1.47
0.30
28.5
128.29
0.95
129.96
15
Cir
0.013
0.50
133.39
LB30
58
57
239.579
0.000
Comb
0.00
0.04
0.60
5.0
129.99
1.15
132.74
15
Cir
0.013
1.12
136.36
LB31
59
58
39.946
-44.990
Comb
0.00
0.08
0.60
5.0
132.96
2.08
133.79
15
Cir
0.013
1.12
137.58
LB32
60
59
28.000
44.954
Comb
0.00
0.12
0.50
5.0
133.99
0.50
134.13
15
Cir
0.013
1.00
137.58
LB33
61
54
96.000
90.019
DrGrt
0.00
0.81
0.50
5.0
127.53
1.00
128.49
15
Cir
0.013
1.00
130.78
LB27
62
52
166.000
90.000
Comb
0.00
0.47
0.50
5.0
124.27
0.50
125.10
15
Cir
0.013
0.50
127.93
LB23
63
62
122.095
0.000
Comb
0.00
0.45
0.50
5.0
125.10
1.00
126.32
15
Cir
0.013
1.00
129.73
LB24
Olde Mill Stream Phase 2
Number of lines: 63
Date: 8/25/2020
Storm Sewers v2021.00

Structure Report
Page 1
Struct
No.
Structure ID
Junction
Type
Rim
Elev
(ft)
Structure
Line Out
Line In
Shape
Length
(ft)
Width
(ft)
Size
(in)
Shape
Invert
(ft)
Size
(in)
Shape
Invert
(ft)
1
A2
Combination
126.50
Rect
3.00
2.00
42
Cir
121.16
42
Cir
121.16
2
A3
Combination
126.50
Rect
3.00
2.00
42
Cir
121.26
30
Cir
121.91
24
Cir
121.26
3
A10
Combination
127.10
Rect
3.00
2.00
30
Cir
122.10
30
Cir
122.10
4
All
Combination
127.10
Rect
3.00
2.00
30
Cir
122.22
30
Cir
122.22
5
Al2
Combination
127.84
Rect
3.00
2.00
30
Cir
123.02
30
Cir
123.02
15
Cir
124.31
6
A14
Combination
129.28
Rect
3.00
2.00
30
Cir
124.52
24
Cir
125.02
15
Cir
125.75
7
A16
Combination
130.68
Rect
3.00
2.00
24
Cir
126.38
24
Cir
126.38
15
Cir
127.27
15
Cir
127.15
8
A20
Combination
131.49
Rect
3.00
2.00
24
Cir
127.19
24
Cir
127.18
9
A21
Combination
132.58
Rect
3.00
2.00
24
Cir
128.28
18
Cir
128.83
18
Cir
128.78
10
A23
Combination
133.18
Rect
3.00
2.00
18
Cir
129.43
18
Cir
129.43
11
A24
Combination
133.79
Rect
3.00
2.00
18
Cir
130.03
18
Cir
130.03
12
A25
Combination
134.43
Rect
3.00
2.00
18
Cir
130.67
18
Cir
130.67
15
Cir
130.90
13
A27
Combination
135.01
Rect
3.00
2.00
18
Cir
131.29
18
Cir
131.29
14
A28
Combination
136.01
Rect
3.00
2.00
18
Cir
132.33
15
Cir
132.58
15
Cir
132.48
15
A30
Combination
137.06
Rect
3.00
2.00
15
Cir
133.34
15
Cir
133.34
16
A31
Combination
137.06
Rect
3.00
2.00
15
Cir
133.46
15
Cir
133.66
17
A32
Combination
138.34
Rect
3.00
2.00
15
Cir
134.94
18
A29
Combination
136.01
Rect
3.00
2.00
15
Cir
132.61
19
A26
Combination
134.43
Rect
3.00
2.00
15
Cir
131.03
Olde Mill Stream Phase 2
Number of Structures: 63
Run Date: 8/25/2020
Storm Sewers v2021.00

Structure Report
Page 2
Struct
No.
Structure ID
Junction
Type
Rim
Elev
(ft)
Structure
Line Out
Line In
Shape
Length
(ft)
Width
(ft)
Size
(in)
Shape
Invert
(ft)
Size
(in)
Shape
Invert
(ft)
20
A22
Combination
132.58
Rect
3.00
2.00
18
Cir
128.91
21
A18
Combination
132.19
Rect
3.00
2.00
15
Cir
127.96
15
Cir
128.16
22
A19
Combination
132.19
Rect
3.00
2.00
15
Cir
128.28
23
A17
Combination
130.68
Rect
3.00
2.00
15
Cir
127.27
24
A15
Combination
129.28
Rect
3.00
2.00
15
Cir
125.87
25
A4
Combination
126.98
Rect
3.00
2.00
24
Cir
121.72
24
Cir
121.72
26
A5
Combination
126.90
Rect
3.00
2.00
24
Cir
123.10
18
Cir
123.10
15
Cir
123.36
27
A7
Combination
127.18
Rect
3.00
2.00
18
Cir
123.47
15
Cir
123.72
28
A8
Combination
127.84
Rect
3.00
2.00
15
Cir
124.35
15
Cir
124.35
29
A9
DropGrate
128.00
Rect
3.00
2.00
15
Cir
124.47
30
A13
Combination
127.84
Rect
3.00
2.00
15
Cir
124.43
31
A6
Combination
126.90
Rect
3.00
2.00
15
Cir
123.50
32
B2
DropGrate
128.93
Rect
3.00
2.00
42
Cir
120.83
36
Cir
120.83
33
B3
Combination
130.07
Rect
3.00
2.00
36
Cir
121.47
36
Cir
121.47
34
B4
Combination
130.08
Rect
3.00
2.00
36
Cir
121.60
36
Cir
121.60
15
Cir
126.43
35
B7
Combination
127.20
Rect
3.00
2.00
36
Cir
122.17
24
Cir
122.67
30
Cir
122.17
36
B8
DropGrate
132.50
Rect
3.00
2.00
24
Cir
128.24
18
Cir
128.74
37
B9
Combination
137.77
Rect
3.00
2.00
18
Cir
133.99
15
Cir
134.24
38
B10
Combination
137.77
Rect
3.00
2.00
15
Cir
134.36
39
B5
Combination
134.05
Rect
3.00
2.00
15
Cir
130.44
15
Cir
130.64
40
B6
Combination
135.67
Rect
3.00
2.00
15
Cir
132.27
Olde Mill Stream Phase 2
Number of Structures: 63
Run Date: 8/25/2020
Storm Sewers v2021.00

Structure Report
Page 3
Struct
No.
Structure ID
Junction
Type
Rim
Elev
(ft)
Structure
Line Out
Line In
Shape
Length
(ft)
Width
(ft)
Size
(in)
Shape
Invert
(ft)
Size
(in)
Shape
Invert
(ft)
41
B11
Combination
126.41
Rect
6.00
2.00
30
Cir
122.53
18
Cir
123.53
15
Cir
123.76
42
B13
Combination
127.06
Rect
3.00
2.00
18
Cir
124.21
18
Cir
124.21
43
B14
Combination
127.45
Rect
3.00
2.00
18
Cir
124.60
18
Cir
124.60
44
B15
Combination
127.81
Rect
3.00
2.00
18
Cir
124.96
18
Cir
124.96
45
B16
Combination
128.45
Rect
3.00
2.00
18
Cir
125.59
18
Cir
125.59
46
B17
Combination
129.10
Rect
3.00
2.00
18
Cir
125.79
18
Cir
125.79
15
Cir
126.33
47
B19
Combination
130.52
Rect
3.00
2.00
18
Cir
126.86
15
Cir
127.11
48
B20
Combination
131.53
Rect
3.00
2.00
15
Cir
128.11
49
B18
Combination
129.10
Rect
3.00
2.00
15
Cir
126.45
50
B12
Combination
126.41
Rect
3.00
2.00
15
Cir
123.90
51
B21
Combination
127.00
Rect
6.00
2.00
30
Cir
122.79
24
Cir (2b)
123.29
52
B22
Combination
127.00
Rect
6.00
2.00
24
Cir (2b)
123.42
24
Cir
123.54
15
Cir
124.27
53
B25
Combination
127.08
Rect
3.00
2.00
24
Cir
123.74
24
Cir
123.74
54
B26
DropGrate
129.82
Rect
3.00
2.00
24
Cir
125.53
24
Cir
125.53
15
Cir
127.53
55
B28
Combination
131.86
Rect
3.00
2.00
24
Cir
127.32
24
Cir
127.88
56
B29
Combination
131.86
Rect
6.00
2.00
24
Cir
128.00
15
Cir
128.29
57
B30
Combination
133.39
Rect
3.00
2.00
15
Cir
129.96
15
Cir
129.99
58
B31
Combination
136.36
Rect
3.00
2.00
15
Cir
132.74
15
Cir
132.96
59
B32
Combination
137.58
Rect
3.00
2.00
15
Cir
133.79
15
Cir
133.99
60
B33
Combination
137.58
Rect
3.00
2.00
15
Cir
134.13
61
B27
DropGrate
130.78
Rect
3.00
2.00
15
Cir
128.49
Olde Mill Stream Phase 2
Number of Structures: 63
Run Date: 8/25/2020
Storm Sewers v2021.00

Structure Report
Page 4
Struct
No.
Structure ID
Junction
Type
Rim
Elev
(ft)
Structure
Line Out
Line In
Shape
Length
(ft)
Width
(ft)
Size
(in)
Shape
Invert
(ft)
Size
(in)
Shape
Invert
(ft)
62
63
B23
B24
Combination
Combination
127.93
129.73
Rect
Rect
3.00
3.00
2.00
2.00
15
15
Cir
Cir
125.10
126.32
15
Cir
125.10
Olde Mill Stream Phase 2
Number of Structures: 63
Run Date: 8/25/2020
Storm Sewers v2021.00

Storm Sewer Summary Report
Page 1
Line
No.
Line ID
Flow
rate
(cfs)
Line
Size
(in)
Line
shape
Line
length
(ft)
Invert
EL Dn
(ft)
Invert
EL Up
(ft)
Line
Slope
(%)
HGL
Down
(ft)
HGL
Up
(ft)
Minor
loss
(ft)
HGL
Junct
(ft)
Dns
Line
No.
Junction
Type
1
LA2
26.54
42
Cir
46.003
121.00
121.16
0.348
124.07
124.09
0.07
124.16
End
Combination
2
LA3
25.95
42
Cir
27.504
121.16
121.26
0.364
124.16
124.18
0.21
124.39
1
Combination
3
LA10
18.15
30
Cir
38.686
121.91
122.10
0.491
124.39
124.45
0.26
124.71
2
Combination
4
LA11
17.80
30
Cir
24.500
122.10
122.22
0.490
124.71
124.72
0.31
125.03
3
Combination
5
LA12
17.37
30
Cir
80.000
122.22
123.02
1.000
125.03
125.12
0.36
125.48
4
Combination
6
LA14
15.90
30
Cir
142.644
123.02
124.52
1.052
125.48
125.87
n/a
125.87 j
5
Combination
7
LA16
14.19
24
Cir
136.055
125.02
126.38
1.000
126.17
127.74
n/a
127.74
6
Combination
8
LA20
11.19
24
Cir
81.000
126.38
127.19
1.000
127.74
128.39
n/a
128.39 j
7
Combination
9
LA21
10.36
24
Cir
109.750
127.18
128.28
1.002
128.39
129.43
n/a
129.43 j
8
Combination
10
LA23
8.43
18
Cir
60.000
128.83
129.43
1.000
129.85
130.55
n/a
130.55
9
Combination
11
LA24
7.72
18
Cir
60.366
129.43
130.03
0.994
130.55
131.11
n/a
131.11 j
10
Combination
12
LA25
6.88
18
Cir
64.440
130.03
130.67
0.993
131.11
131.68
n/a
131.68 j
11
Combination
13
LA27
5.12
18
Cir
55.663
130.67
131.29
1.114
131.68
132.16
n/a
132.16 j
12
Combination
14
LA28
4.51
18
Cir
94.574
131.29
132.33
1.100
132.16
133.14
n/a
133.14 j
13
Combination
15
LA30
4.23
15
Cir
100.450
132.58
133.34
0.757
133.39
134.17
n/a
134.17
14
Combination
16
LA31
2.78
15
Cir
24.500
133.34
133.46
0.490
134.17
134.22
0.30
134.52
15
Combination
17
LA32
1.80
15
Cir
128.000
133.66
134.94
1.000
134.52
135.47
n/a
135.47 j
16
Combination
18
LA29
1.16
15
Cir
24.500
132.48
132.61
0.531
133.14
133.03
n/a
133.03
14
Combination
19
LA26
1.80
15
Cir
24.500
130.90
131.03
0.531
131.68
131.70
0.11
131.81
12
Combination
20
LA22
1.76
18
Cir
24.500
128.78
128.91
0.531
129.43
129.41
n/a
129.41
9
Combination
21
LA18
2.05
15
Cir
39.952
127.27
127.96
1.727
127.74
128.53
0.25
128.53
7
Combination
22
LA19
1.62
15
Cir
24.500
128.16
128.28
0.490
128.68
128.80
0.18
128.97
21
Combination
23
LA17
1.69
15
Cir
24.500
127.15
127.27
0.490
127.74
127.79
0.19
127.98
7
Combination
24
LA15
1.27
15
Cir
24.500
125.75
125.87
0.490
126.20
126.32
0.16
126.48
6
Combination
Olde Mill Stream Phase 2
Number of lines: 63
Run Date: 8/25/2020
NOTES: Return period = 10 Yrs. ; j - Line contains hyd. jump.
Storm Sewers v2021.00

Storm Sewer Summary Report
Page 2
Line
No.
Line ID
Flow
rate
(cfs)
Line
Size
(in)
Line
shape
Line
length
(ft)
Invert
EL Dn
(ft)
Invert
EL Up
(ft)
Line
Slope
(%)
HGL
Down
(ft)
HGL
Up
(ft)
Minor
loss
(ft)
HGL
Junct
(ft)
Dns
Line
No.
Junction
Type
25
LA4
11.27
24
Cir
77.247
121.26
121.72
0.595
124.39*
124.58*
0.10
124.68
2
Combination
26
LA5
10.83
24
Cir
229.515
121.72
123.10
0.601
124.68*
125.21*
0.27
125.48
25
Combination
27
LA7
4.89
18
Cir
74.312
123.10
123.47
0.498
125.48*
125.65*
0.06
125.71
26
Combination
28
LA8
4.06
15
Cir
125.299
123.72
124.35
0.503
125.71*
126.20*
0.26
126.46
27
Combination
29
LA9
3.15
15
Cir
25.485
124.35
124.47
0.471
126.46*
126.52*
0.10
126.62
28
DropGrate
30
LA13
1.57
15
Cir
24.500
124.31
124.43
0.490
125.48
125.49
0.03
125.52
5
Combination
31
LA6
2.79
15
Cir
27.500
123.36
123.50
0.509
125.48*
125.54*
0.08
125.62
26
Combination
32
LB2
20.13
42
Cir
32.250
120.70
120.83
0.403
123.97
122.20
n/a
122.20
End
DropGrate
33
LB3
20.42
36
Cir
128.000
120.83
121.47
0.500
122.21
122.92
0.28
122.92
32
Combination
34
LB4
19.97
36
Cir
27.502
121.47
121.60
0.473
122.92
123.03
1.24
123.03
33
Combination
35
LB7
17.22
36
Cir
114.288
121.60
122.17
0.499
123.03
123.50
n/a
123.50 j
34
Combination
36
LB8
8.47
24
Cir
149.763
122.67
128.24
3.719
123.50
129.28
n/a
129.28
35
DropGrate
37
LB9
5.50
18
Cir
175.052
128.74
133.99
2.999
129.31
134.89
0.19
134.89
36
Combination
38
LB10
2.92
15
Cir
24.500
134.24
134.36
0.490
134.97
135.09
0.24
135.33
37
Combination
39
LB5
3.58
15
Cir
154.284
126.43
130.44
2.599
126.94
131.20
n/a
131.20
34
Combination
40
LB6
1.93
15
Cir
112.430
130.64
132.27
1.450
131.20
132.82
n/a
132.82 j
39
Combination
41
LB11
10.49
30
Cir
71.507
122.17
122.53
0.503
123.50
123.61
n/a
123.61 j
35
Combination
42
LB13
6.90
18
Cir
136.160
123.53
124.21
0.499
124.67
125.35
0.18
125.53
41
Combination
43
LB14
6.19
18
Cir
77.418
124.21
124.60
0.504
125.53
125.74
0.14
125.88
42
Combination
44
LB15
5.54
18
Cir
70.612
124.60
124.96
0.510
125.88
126.03
0.13
126.16
43
Combination
45
LB16
4.77
18
Cir
127.906
124.96
125.59
0.493
126.16
126.46
0.38
126.84
44
Combination
46
LB17
4.64
18
Cir
40.653
125.59
125.79
0.492
126.84
126.89
0.29
127.18
45
Combination
47
LB19
3.03
18
Cir
125.178
125.79
126.86
0.855
127.18
127.52
n/a
127.52 j
46
Combination
48
LB20
1.95
15
Cir
104.892
127.11
128.11
0.953
127.59
128.66
n/a
128.66
47
Combination
Olde Mill Stream Phase 2
Number of lines: 63
Run Date: 8/25/2020
NOTES: Return period = 10 Yrs. ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Storm Sewers v2021.00

Storm Sewer Summary Report
Page 3
Line
No.
Line ID
Flow
rate
(cfs)
Line
Size
(in)
Line
shape
Line
length
(ft)
Invert
EL Dn
(ft)
Invert
EL Up
(ft)
Line
Slope
(%)
HGL
Down
(ft)
HGL
Up
(ft)
Minor
loss
(ft)
HGL
Junct
(ft)
Dns
Line
No.
Junction
Type
49
LB18
1.65
15
Cir
24.500
126.33
126.45
0.490
127.18
127.19
0.07
127.26
46
Combination
50
LB12
3.19
15
Cir
27.500
123.76
123.90
0.509
124.53
124.67
0.26
124.92
41
Combination
51
LB21
15.57
30
Cir
169.250
121.95
122.79
0.496
123.97
124.12
n/a
124.12 j
End
Combination
52
LB22
14.50
24
Cir(2b)
24.500
123.29
123.42
0.531
124.22
124.28
0.73
125.01
51
Combination
53
LB25
11.58
24
Cir
19.000
123.54
123.74
1.053
125.01
124.96
n/a
124.96 j
52
Combination
54
LB26
10.67
24
Cir
149.052
123.74
125.53
1.201
124.96
126.70
n/a
126.70 j
53
DropGrate
55
LB28
7.95
24
Cir
149.267
125.53
127.32
1.199
126.70
128.32
n/a
128.32 j
54
Combination
56
LB29
6.84
24
Cir
24.500
127.88
128.00
0.490
128.80
128.93
0.54
128.93
55
Combination
57
LB30
2.19
15
Cir
176.000
128.29
129.96
0.949
128.93
130.55
n/a
130.55 j
56
Combination
58
LB31
0.90
15
Cir
239.579
129.99
132.74
1.148
130.55
133.11
n/a
133.11 j
57
Combination
59
LB32
0.77
15
Cir
39.946
132.96
133.79
2.078
133.20
134.13
0.14
134.13
58
Combination
60
LB33
0.45
15
Cir
28.000
133.99
134.13
0.500
134.26
134.40
n/a
134.48 j
59
Combination
61
LB27
3.04
15
Cir
96.000
127.53
128.49
1.000
128.13
129.19
0.29
129.19
54
DropGrate
62
LB23
3.24
15
Cir
166.000
124.27
125.10
0.500
125.05
125.88
0.13
126.00
52
Combination
63
LB24
1.69
15
Cir
122.095
125.10
126.32
0.999
126.00
126.84
n/a
126.84 j
62
Combination
Olde Mill Stream Phase 2
Number of lines: 63
Run Date: 8/25/2020
NOTES: Return period = 10 Yrs. ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Storm Sewers v2021.00

Storm Sewer Tabulation
Page 1
Station
Len
(ft)
Drng Area
Rnoff
coeff
(C)
Area x C
Tc
Rain
(I)
(in/hr)
Total
flow
(cfs)
Cap
full
(cfs)
Vel
(ft/s)
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
Line
Incr
(ac)
Total
(ac)
Incr
Total
Inlet
(min)
Syst
(min)
Size
(in)
Slope
(%)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
1
End
46.003
0.26
12.02
0.60
0.16
5.99
5.0
21.6
4.4
26.54
59.33
3.03
42
0.35
121.00
121.16
124.07
124.09
0.00
126.50
LA2
2
1
27.504
0.22
11.76
0.50
0.11
5.83
5.0
21.4
4.4
25.95
60.66
2.99
42
0.36
121.16
121.26
124.16
124.18
126.50
126.50
LA3
3
2
38.686
0.18
8.28
0.50
0.09
4.06
5.0
21.2
4.5
18.15
28.74
3.75
30
0.49
121.91
122.10
124.39
124.45
126.50
127.10
LA10
4
3
24.500
0.26
8.10
0.50
0.13
3.97
5.0
21.1
4.5
17.80
28.71
3.63
30
0.49
122.10
122.22
124.71
124.72
127.10
127.10
LA11
5
4
80.000
0.36
7.84
0.50
0.18
3.84
5.0
20.7
4.5
17.37
41.01
3.74
30
1.00
122.22
123.02
125.03
125.12
127.10
127.84
LA12
6
5
142.644
0.48
7.06
0.50
0.24
3.45
5.0
20.0
4.6
15.90
42.06
4.58
30
1.05
123.02
124.52
125.48
125.87
127.84
129.28
LA14
7
6
136.055
0.05
6.24
0.60
0.03
3.04
5.0
19.4
4.7
14.19
22.61
6.93
24
1.00
125.02
126.38
126.17
127.74
129.28
130.68
LA16
8
7
81.000
0.46
4.95
0.45
0.21
2.38
17.0
19.1
4.7
11.19
22.62
5.32
24
1.00
126.38
127.19
127.74
128.39
130.68
131.49
LA20
9
8
109.750
0.40
4.49
0.45
0.18
2.17
16.6
18.5
4.8
10.36
22.64
5.38
24
1.00
127.18
128.28
128.39
129.43
131.49
132.58
LA21
10
9
60.000
0.35
3.62
0.45
0.16
1.76
16.7
18.3
4.8
8.43
10.50
6.27
18
1.00
128.83
129.43
129.85
130.55
132.58
133.18
LA23
11
10
60.366
0.41
3.27
0.45
0.18
1.60
17.4
18.1
4.8
7.72
10.47
5.56
18
0.99
129.43
130.03
130.55
131.11
133.18
133.79
LA24
12
11
64.440
0.33
2.86
0.45
0.15
1.41
17.8
17.8
4.9
6.88
10.47
5.24
18
0.99
130.03
130.67
131.11
131.68
133.79
134.43
LA25
13
12
55.663
0.28
2.05
0.50
0.14
1.03
16.8
16.8
5.0
5.12
11.08
4.42
18
1.11
130.67
131.29
131.68
132.16
134.43
135.01
LA27
14
13
94.574
0.25
1.77
0.50
0.13
0.89
16.0
16.0
5.1
4.51
11.01
4.42
18
1.10
131.29
132.33
132.16
133.14
135.01
136.01
LA28
15
14
100.450
0.42
1.21
0.50
0.21
0.61
5.0
6.6
7.0
4.23
5.62
4.95
15
0.76
132.58
133.34
133.39
134.17
136.01
137.06
LA30
16
15
24.500
0.31
0.79
0.50
0.16
0.40
5.0
6.5
7.0
2.78
4.52
3.39
15
0.49
133.34
133.46
134.17
134.22
137.06
137.06
LA31
17
16
128.000
0.48
0.48
0.50
0.24
0.24
5.0
5.0
7.5
1.80
6.46
2.81
15
1.00
133.66
134.94
134.52
135.47
137.06
138.34
LA32
18
14
24.500
0.31
0.31
0.50
0.16
0.16
5.0
5.0
7.5
1.16
4.70
2.46
15
0.53
132.48
132.61
133.14
133.03
136.01
136.01
LA29
19
12
24.500
0.48
0.48
0.50
0.24
0.24
5.0
5.0
7.5
1.80
4.70
2.46
15
0.53
130.90
131.03
131.68
131.70
134.43
134.43
LA26
20
9
24.500
0.47
0.47
0.50
0.24
0.24
5.0
5.0
7.5
1.76
7.65
2.91
18
0.53
128.78
128.91
129.43
129.41
132.58
132.58
LA22
21
7
39.952
0.15
0.79
0.60
0.09
0.41
5.0
16.7
5.0
2.05
8.49
4.34
15
1.73
127.27
127.96
127.74
128.53
130.68
132.19
LA18
22
21
24.500
0.64
0.64
0.50
0.32
0.32
16.4
16.4
5.0
1.62
4.52
3.38
15
0.49
128.16
128.28
128.68
128.80
132.19
132.19
LA19
Olde Mill Stream Phase 2
Number of lines: 63
Run Date: 8/25/2020
NOTES:Intensity = 82.60 / (Inlet time + 13.50) A 0.82; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2021.00

Storm Sewer Tabulation
Page 2
Station
Len
(ft)
Drng Area
Rnoff
coeff
(C)
Area x C
Tc
Rain
(I)
(in/hr)
Total
flow
(cfs)
Cap
full
(cfs)
Vel
(ft/s)
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
Line
Incr
(ac)
Total
(ac)
Incr
Total
Inlet
(min)
Syst
(min)
Size
(in)
Slope
(%)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
23
7
24.500
0.45
0.45
0.50
0.23
0.23
5.0
5.0
7.5
1.69
4.52
3.23
15
0.49
127.15
127.27
127.74
127.79
130.68
130.68
LA17
24
6
24.500
0.34
0.34
0.50
0.17
0.17
5.0
5.0
7.5
1.27
4.52
3.16
15
0.49
125.75
125.87
126.20
126.32
129.28
129.28
LA15
25
2
77.247
0.27
3.26
0.50
0.14
1.66
5.0
7.4
6.8
11.27
17.45
3.59
24
0.60
121.26
121.72
124.39
124.58
126.50
126.98
LA4
26
25
229.515
1.06
2.99
0.45
0.48
1.53
5.0
6.2
7.1
10.83
17.54
3.45
24
0.60
121.72
123.10
124.68
125.21
126.98
126.90
LA5
27
26
74.312
0.26
1.31
0.50
0.13
0.68
5.0
5.8
7.2
4.89
7.41
2.77
18
0.50
123.10
123.47
125.48
125.65
126.90
127.18
LA7
28
27
125.299
0.21
1.05
0.60
0.13
0.55
5.0
5.2
7.4
4.06
4.58
3.31
15
0.50
123.72
124.35
125.71
126.20
127.18
127.84
LA8
29
28
25.485
0.84
0.84
0.50
0.42
0.42
5.0
5.0
7.5
3.15
4.43
2.57
15
0.47
124.35
124.47
126.46
126.52
127.84
128.00
LA9
30
5
24.500
0.42
0.42
0.50
0.21
0.21
5.0
5.0
7.5
1.57
4.52
1.37
15
0.49
124.31
124.43
125.48
125.49
127.84
127.84
LA13
31
26
27.500
0.62
0.62
0.60
0.37
0.37
5.0
5.0
7.5
2.79
4.61
2.27
15
0.51
123.36
123.50
125.48
125.54
126.90
126.90
LA6
32
End
32.250
0.01
9.76
0.60
0.01
4.92
5.0
25.1
4.1
20.13
63.88
3.95
42
0.40
120.70
120.83
123.97
122.20
0.00
128.93
LB2
33
32
128.000
0.25
9.75
0.50
0.13
4.91
5.0
24.4
4.2
20.42
47.16
6.23
36
0.50
120.83
121.47
122.21
122.92
128.93
130.07
LB3
34
33
27.502
0.45
9.50
0.50
0.23
4.78
13.7
24.2
4.2
19.97
45.85
5.95
36
0.47
121.47
121.60
122.92
123.03
130.07
130.08
LB4
35
34
114.288
0.86
8.13
0.50
0.43
4.06
16.1
23.4
4.2
17.22
47.10
5.44
36
0.50
121.60
122.17
123.03
123.50
130.08
127.20
LB7
36
35
149.763
0.89
2.37
0.50
0.45
1.19
5.0
6.1
7.1
8.47
43.62
6.03
24
3.72
122.67
128.24
123.50
129.28
127.20
132.50
LB8
37
36
175.052
0.70
1.48
0.50
0.35
0.74
5.0
5.2
7.4
5.50
18.19
6.98
18
3.00
128.74
133.99
129.31
134.89
132.50
137.77
LB9
38
37
24.500
0.78
0.78
0.50
0.39
0.39
5.0
5.0
7.5
2.92
4.52
3.91
15
0.49
134.24
134.36
134.97
135.09
137.77
137.77
LB10
39
34
154.284
0.49
0.92
0.50
0.25
0.50
5.0
6.2
7.1
3.58
10.41
6.13
15
2.60
126.43
130.44
126.94
131.20
130.08
134.05
LB5
40
39
112.430
0.43
0.43
0.60
0.26
0.26
5.0
5.0
7.5
1.93
7.78
3.65
15
1.45
130.64
132.27
131.20
132.82
134.05
135.67
LB6
41
35
71.507
0.86
4.90
0.50
0.43
2.44
5.0
22.9
4.3
10.49
29.10
4.56
30
0.50
122.17
122.53
123.50
123.61
127.20
126.41
LB11
42
41
136.160
0.39
3.33
0.45
0.18
1.59
13.2
22.3
4.4
6.90
7.42
4.77
18
0.50
123.53
124.21
124.67
125.35
126.41
127.06
LB13
43
42
77.418
0.35
2.94
0.45
0.16
1.41
14.7
22.0
4.4
6.19
7.45
4.02
18
0.50
124.21
124.60
125.53
125.74
127.06
127.45
LB14
44
43
70.612
0.43
2.59
0.45
0.19
1.25
15.4
21.6
4.4
5.54
7.50
3.78
18
0.51
124.60
124.96
125.88
126.03
127.45
127.81
LB15
Olde Mill Stream Phase 2
Number of lines: 63
Run Date: 8/25/2020
NOTES:Intensity = 82.60 / (Inlet time + 13.50) A 0.82; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2021.00

Storm Sewer Tabulation
Page 3
Station
Len
(ft)
Drng Area
Rnoff
coeff
(C)
Area x C
Tc
Rain
(I)
(in/hr)
Total
flow
(cfs)
Cap
full
(cfs)
Vel
(ft/s)
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
Line
Incr
(ac)
Total
(ac)
Incr
Total
Inlet
(min)
Syst
(min)
Size
(in)
Slope
(%)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
45
44
127.906
0.06
2.16
0.60
0.04
1.06
5.0
20.8
4.5
4.77
7.37
3.81
18
0.49
124.96
125.59
126.16
126.46
127.81
128.45
LB16
46
45
40.653
0.31
2.10
0.50
0.16
1.02
15.5
20.6
4.5
4.64
7.37
3.14
18
0.49
125.59
125.79
126.84
126.89
128.45
129.10
LB17
47
46
125.178
0.54
1.35
0.45
0.24
0.65
13.8
19.4
4.7
3.03
9.71
2.90
18
0.85
125.79
126.86
127.18
127.52
129.10
130.52
LB19
48
47
104.892
0.81
0.81
0.50
0.41
0.41
18.3
18.3
4.8
1.95
6.31
4.11
15
0.95
127.11
128.11
127.59
128.66
130.52
131.53
LB20
49
46
24.500
0.44
0.44
0.50
0.22
0.22
5.0
5.0
7.5
1.65
4.52
2.02
15
0.49
126.33
126.45
127.18
127.19
129.10
129.10
LB18
50
41
27.500
0.71
0.71
0.60
0.43
0.43
5.0
5.0
7.5
3.19
4.61
4.05
15
0.51
123.76
123.90
124.53
124.67
126.41
126.41
LB12
51
End
169.250
0.69
11.46
0.50
0.35
4.82
5.0
37.9
3.2
15.57
28.89
4.76
30
0.50
121.95
122.79
123.97
124.12
0.00
127.00
LB21
52
51
24.500
0.89
10.77
0.50
0.45
4.47
5.0
37.8
3.2
14.50
32.95
5.34
24(2b)
0.53
123.29
123.42
124.22
124.28
127.00
127.00
LB22
53
52
19.000
0.64
8.96
0.50
0.32
3.57
5.0
37.7
3.2
11.58
23.21
5.22
24
1.05
123.54
123.74
125.01
124.96
127.00
127.08
LB25
54
53
149.052
0.92
8.32
0.50
0.46
3.25
5.0
36.9
3.3
10.67
24.79
5.45
24
1.20
123.74
125.53
124.96
126.70
127.08
129.82
LB26
55
54
149.267
0.68
6.59
0.50
0.34
2.38
5.0
36.0
3.3
7.95
24.77
4.61
24
1.20
125.53
127.32
126.70
128.32
129.82
131.86
LB28
56
55
24.500
4.20
5.91
0.35
1.47
2.04
35.8
35.8
3.3
6.84
15.83
4.83
24
0.49
127.88
128.00
128.80
128.93
131.86
131.86
LB29
57
56
176.000
1.47
1.71
0.30
0.44
0.57
28.5
28.5
3.8
2.19
6.29
3.66
15
0.95
128.29
129.96
128.93
130.55
131.86
133.39
LB30
58
57
239.579
0.04
0.24
0.60
0.02
0.13
5.0
7.3
6.8
0.90
6.92
2.31
15
1.15
129.99
132.74
130.55
133.11
133.39
136.36
LB31
59
58
39.946
0.08
0.20
0.60
0.05
0.11
5.0
6.3
7.1
0.77
9.31
3.69
15
2.08
132.96
133.79
133.20
134.13
136.36
137.58
LB32
60
59
28.000
0.12
0.12
0.50
0.06
0.06
5.0
5.0
7.5
0.45
4.57
2.36
15
0.50
133.99
134.13
134.26
134.40
137.58
137.58
LB33
61
54
96.000
0.81
0.81
0.50
0.41
0.41
5.0
5.0
7.5
3.04
6.46
4.74
15
1.00
127.53
128.49
128.13
129.19
129.82
130.78
LB27
62
52
166.000
0.47
0.92
0.50
0.24
0.46
5.0
6.5
7.0
3.24
4.57
4.04
15
0.50
124.27
125.10
125.05
125.88
127.00
127.93
LB23
63
62
122.095
0.45
0.45
0.50
0.23
0.23
5.0
5.0
7.5
1.69
6.45
2.66
15
1.00
125.10
126.32
126.00
126.84
127.93
129.73
LB24
Olde Mill Stream Phase 2
Number of lines: 63
Run Date: 8/25/2020
NOTES:Intensity = 82.60 / (Inlet time + 13.50) A 0.82; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2021.00

Hydraulic Grade Line Computations
Page 1
Line
Size
(in)
Q
(cfs)
Downstream
Len
(ft)
Upstream
Check
JL
coeff
(K)
Minor
Toss
(ft)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%)
Ave
Sf
(%)
Enrgy
loss
(ft)
1
42
26.54
121.00
124.07
3.07
8.94
2.97
0.14
124.21
0.063
46.003
121.16
124.09
2.93
8.60
3.08
0.15
124.24
0.067
0.065
0.030
0.50
0.07
2
42
25.95
121.16
124.16
3.00
8.79
2.95
0.14
124.30
0.062
27.504
121.26
124.18
2.92
8.57
3.03
0.14
124.32
0.065
0.063
0.017
1.50
0.21
3
30
18.15
121.91
124.39
2.48
4.90
3.70
0.21
124.60
0.182
38.686
122.10
124.45
2.35
4.79
3.79
0.22
124.67
0.169
0.176
0.068
1.16
0.26
4
30
17.80
122.10
124.71
2.50
4.91
3.63
0.20
124.91
0.188
24.500
122.22
124.72
2.50
4.91
3.63
0.20
124.92
0.188
0.188
0.046
1.50
0.31
5
30
17.37
122.22
125.03
2.50
4.91
3.54
0.19
125.22
0.180
80.000
123.02
125.12
2.10
4.40
3.95
0.24
125.36
0.172
0.176
0.141
1.50
0.36
6
30
15.90
123.02
125.48
2.46
2.69
3.25
0.54
126.03
0.000
142.644124.52
125.87 j
1.35**
2.69
5.90
0.54
126.41
0.000
0.000
n/a
1.50
n/a
7
24
14.19
125.02
126.17
1.15*
1.87
7.60
0.61
126.78
0.000
136.055126.38
127.74
1.36**
2.27
6.26
0.61
128.34
0.000
0.000
n/a
1.49
n/a
8
24
11.19
126.38
127.74
1.36
1.97
4.94
0.50
128.24
0.000
81.000
127.19
128.39 j
1.20"
1.97
5.69
0.50
128.89
0.000
0.000
n/a
0.50
0.25
9
24
10.36
127.18
128.39
1.21
1.87
5.22
0.48
128.86
0.000
109.750128.28
129.43 j
1.15"
1.87
5.53
0.48
129.91
0.000
0.000
n/a
1.50
0.71
10
18
8.43
128.83
129.85
1.02"
1.28
6.60
0.55
130.40
0.000
60.000
129.43
130.55
1.12**
1.42
5.94
0.55
131.10
0.000
0.000
n/a
0.50
n/a
11
18
7.72
129.43
130.55
1.12
1.36
5.44
0.50
131.06
0.000
60.366
130.03
131.11 j
1.08**
1.36
5.69
0.50
131.61
0.000
0.000
n/a
0.50
0.25
12
18
6.88
130.03
131.11
1.08
1.27
5.07
0.45
131.56
0.000
64.440
130.67
131.68 j
1.01**
1.27
5.41
0.45
132.14
0.000
0.000
n/a
1.50
n/a
13
18
5.12
130.67
131.68
1.01
1.06
4.03
0.36
132.04
0.000
55.663
131.29
132.16 j
0.87"
1.06
4.82
0.36
132.52
0.000
0.000
n/a
0.54
n/a
14
18
4.51
131.29
132.16
0.87
0.98
4.25
0.33
132.49
0.000
94.574
132.33
133.14 j
0.81**
0.98
4.60
0.33
133.47
0.000
0.000
n/a
1.48
0.49
15
15
4.23
132.58
133.39
0.81"
0.84
5.03
0.37
133.76
0.000
100.450133.34
134.17
0.83**
0.87
4.88
0.37
134.54
0.000
0.000
n/a
1.49
n/a
16
15
2.78
133.34
134.17
0.83
0.87
3.21
0.16
134.33
0.303
24.500
133.46
134.22
0.76
0.78
3.57
0.20
134.42
0.397
0.350
0.086
1.50
0.30
17
15
1.80
133.66
134.52
0.86
0.50
2.01
0.20
134.72
0.000
128.000134.94
135.47 j
0.53**
0.50
3.61
0.20
135.68
0.000
0.000
n/a
1.00
0.20
18
15
1.16
132.48
133.14
0.66
0.37
1.75
0.16
133.30
0.000
24.500
132.61
133.03
0.42"
0.37
3.16
0.16
133.19
0.000
0.000
n/a
1.00
n/a
19
15
1.80
130.90
131.68
0.78
0.81
2.22
0.08
131.76
0.150
24.500
131.03
131.70
0.67
0.67
2.70
0.11
131.81
0.250
0.200
0.049
1.00
0.11
20
18
1.76
128.78
129.43
0.65
0.51
2.39
0.18
129.61
0.000
24.500
128.91
129.41
0.50"
0.51
3.43
0.18
129.59
0.000
0.000
n/a
1.00
n/a
21
15
2.05
127.27
127.74
0.47
0.42
4.92
0.22
127.96
0.000
39.952
127.96
128.53
0.57**
0.55
3.76
0.22
128.75
0.000
0.000
n/a
1.13
0.25
22
15
1.62
128.16
128.68
0.52"
0.48
3.37
0.18
128.85
0.489
24.500
128.28
128.80
0.52
0.48
3.38
0.18
128.97
0.492
0.491
0.120
1.00
0.18
Olde Mill Stream Phase 2
Number of lines: 63
Run Date: 8/25/2020
Notes: " Normal depth assumed; ** Critical depth.; j-Line contains hyd. jump ; c = cir e = ellip b = box
Storm Sewers v2021.00

Hydraulic Grade Line Computations
Page 2
Line
Size
(in)
Q
(cfs)
Downstream
Len
(ft)
Upstream
Check
JL
coeff
(K)
Minor
Toss
(ft)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(Ws)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%)
Ave
Sf
(%)
Enrgy
loss
(ft)
23
15
1.69
127.15
127.74
0.59
0.48
2.99
0.14
127.87
0.341
24.500
127.27
127.79
0.52**
0.48
3.48
0.19
127.98
0.516
0.429
0.105
1.00
0.19
24
15
1.27
125.75
126.20
0.45*
0.39
3.16
0.16
126.36
0.489
24.500
125.87
126.32
0.45"*
0.40
3.16
0.16
126.48
0.489
0.489
0.120
1.00
0.16
25
24
11.27
121.26
124.39
2.00
3.14
3.59
0.20
124.59
0.249
77.247
121.72
124.58
2.00
3.14
3.59
0.20
124.78
0.249
0.249
0.192
0.50
0.10
26
24
10.83
121.72
124.68
2.00
3.14
3.45
0.18
124.87
0.230
229.515123.10
125.21
2.00
3.14
3.45
0.18
125.40
0.229
0.230
0.527
1.48
0.27
27
18
4.89
123.10
125.48
1.50
1.77
2.77
0.12
125.60
0.217
74.312
123.47
125.65
1.50
1.77
2.77
0.12
125.76
0.217
0.217
0.161
0.50
0.06
28
15
4.06
123.72
125.71
1.25
1.23
3.31
0.17
125.88
0.396
125.299124.35
126.20
1.25
1.23
3.31
0.17
126.37
0.396
0.396
0.496
1.50
0.26
29
15
3.15
124.35
126.46
1.25
1.23
2.57
0.10
126.56
0.238
25.485
124.47
126.52
1.25
1.23
2.57
0.10
126.62
0.238
0.238
0.061
1.00
0.10
30
15
1.57
124.31
125.48
1.17
1.20
1.32
0.03
125.51
0.051
24.500
124.43
125.49
1.06
1.11
1.42
0.03
125.52
0.056
0.054
0.013
1.00
0.03
31
15
2.79
123.36
125.48
1.25
1.23
2.27
0.08
125.56
0.187
27.500
123.50
125.54
1.25
1.23
2.27
0.08
125.62
0.186
0.186
0.051
1.00
0.08
32
42
20.13
120.70
123.97
3.27
3.50
2.15
0.51
124.48
0.000
32.250
120.83
122.20
1.37**
3.50
5.75
0.51
122.72
0.000
0.000
n/a
0.51
n/a
33
36
20.42
120.83
122.21
1.38"
3.18
6.43
0.57
122.78
0.000
128.000121.47
122.92
1.45"
3.38
6.04
0.57
123.49
0.000
0.000
n/a
0.50
0.28
34
36
19.97
121.47
122.92
1.45
3.33
5.90
0.56
123.48
0.000
27.502
121.60
123.03
1.43**
3.33
5.99
0.56
123.59
0.000
0.000
n/a
2.22
1.24
35
36
17.22
121.60
123.03
1.43
3.01
5.17
0.51
123.54
0.000
114.288122.17
123.50 j
1.33**
3.01
5.71
0.51
124.00
0.000
0.000
n/a
1.96
0.99
36
24
8.47
122.67
123.50
0.83
1.22
6.91
0.41
123.91
0.000
149.763128.24
129.28
1.04**
1.64
5.15
0.41
129.69
0.000
0.000
n/a
0.50
n/a
37
18
5.50
128.74
129.31
0.57"
0.61
9.01
0.38
129.69
0.000
175.052133.99
134.89
0.90"
1.11
4.95
0.38
135.27
0.000
0.000
n/a
0.50
0.19
38
15
2.92
134.24
134.97
0.73*
0.75
3.91
0.24
135.21
0.489
24.500
134.36
135.09
0.73
0.75
3.91
0.24
135.33
0.487
0.488
0.120
1.00
0.24
39
15
3.58
126.43
126.94
0.51 *
0.47
7.69
0.32
127.26
0.000
154.284130.44
131.20
0.76**
0.79
4.56
0.32
131.53
0.000
0.000
n/a
0.50
n/a
40
15
1.93
130.64
131.20
0.56
0.52
3.60
0.21
131.42
0.000
112.430132.27
132.82 j
0.55"
0.52
3.69
0.21
133.03
0.000
0.000
n/a
1.00
n/a
41
30
10.49
122.17
123.50
1.33
2.04
3.97
0.41
123.91
0.000
71.507
122.53
123.61 j
1.08**
2.04
5.15
0.41
124.02
0.000
0.000
n/a
1.50
0.62
42
18
6.90
123.53
124.67
1.14"
1.45
4.77
0.35
125.03
0.499
136.160124.21
125.35
1.14
1.45
4.77
0.35
125.71
0.500
0.500
0.680
0.50
0.18
43
18
6.19
124.21
125.53
1.32
1.65
3.76
0.22
125.75
0.312
77.418
124.60
125.74
1.14
1.44
4.29
0.29
126.03
0.404
0.358
0.277
0.50
0.14
44
18
5.54
124.60
125.88
1.28
1.61
3.44
0.18
126.07
0.260
70.612
124.96
126.03
1.07
1.35
4.11
0.26
126.29
0.379
0.319
0.225
0.50
0.13
Olde Mill Stream Phase 2
Number of lines: 63
Run Date: 8/25/2020
Notes: * Normal depth assumed; ** Critical depth.; j-Line contains hyd. jump ; c = cir e = ellip b = box
Storm Sewers v2021.00

Hydraulic Grade Line Computations
Page 3
Line
Size
(in)
Q
(cfs)
Downstream
Len
(ft)
Upstream
Check
JL
coeff
(K)
Minor
Toss
(ft)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%)
Ave
Sf
(%)
Enrgy
loss
(ft)
45
18
4.77
124.96
126.16
1.20
1.52
3.15
0.15
126.32
0.216
127.906125.59
126.46
0.87
1.07
4.48
0.31
126.77
0.504
0.360
0.460
1.21
0.38
46
18
4.64
125.59
126.84
1.25
1.57
2.95
0.14
126.97
0.190
40.653
125.79
126.89
1.10
1.39
3.34
0.17
127.06
0.247
0.218
0.089
1.66
0.29
47
18
3.03
125.79
127.18
1.39
0.75
1.77
0.25
127.43
0.000
125.178126.86
127.52 j
0.66**
0.75
4.03
0.25
127.77
0.000
0.000
n/a
0.50
0.13
48
15
1.95
127.11
127.59
0.48"
0.43
4.52
0.21
127.80
0.000
104.892128.11
128.66
0.55""
0.53
3.70
0.21
128.88
0.000
0.000
n/a
1.00
n/a
49
15
1.65
126.33
127.18
0.85
0.89
1.86
0.05
127.23
0.101
24.500
126.45
127.19
0.74
0.76
2.18
0.07
127.26
0.151
0.126
0.031
1.00
0.07
50
15
3.19
123.76
124.53
0.77"
0.79
4.05
0.26
124.78
0.509
27.500
123.90
124.67
0.77
0.79
4.06
0.26
124.92
0.510
0.509
0.140
1.00
0.26
51
30
15.57
121.95
123.97
2.02
2.66
3.66
0.53
124.50
0.000
169.250122.79
124.12 j
1.33**
2.66
5.86
0.53
124.66
0.000
0.000
n/a
0.50
n/a
52
24(2b)
14.50
123.29
124.22
0.93"
2.86
5.08
0.40
124.62
0.530
24.500
123.42
124.28
0.86
2.59
5.60
0.49
124.77
0.693
0.612
0.150
1.50
0.73
53
24
11.58
123.54
125.01
1.47
2.01
4.67
0.52
125.53
0.000
19.000
123.74
124.96 j
1.22""
2.01
5.77
0.52
125.48
0.000
0.000
n/a
1.50
0.78
54
24
10.67
123.74
124.96
1.22
1.91
5.31
0.49
125.45
0.000
149.052125.53
126.70 j
1.17**
1.91
5.59
0.49
127.19
0.000
0.000
n/a
1.50
0.73
55
24
7.95
125.53
126.70
1.17
1.58
4.17
0.40
127.10
0.000
149.267127.32
128.32 j
1.00""
1.58
5.05
0.40
128.72
0.000
0.000
n/a
0.50
n/a
56
24
6.84
127.88
128.80
0.92"
1.41
4.85
0.36
129.16
0.000
24.500
128.00
128.93
0.93**
1.42
4.80
0.36
129.29
0.000
0.000
n/a
1.50
0.54
57
15
2.19
128.29
128.93
0.64
0.57
3.48
0.23
129.16
0.000
176.000129.96
130.55 j
0.59""
0.57
3.84
0.23
130.78
0.000
0.000
n/a
0.50
0.11
58
15
0.90
129.99
130.55
0.56
0.31
1.69
0.13
130.68
0.000
239.579132.74
133.11 j
0.37**
0.31
2.94
0.13
133.25
0.000
0.000
n/a
1.12
0.15
59
15
0.77
132.96
133.20
0.24"
0.17
4.58
0.12
133.33
0.000
39.946
133.79
134.13
0.34"
0.27
2.81
0.12
134.26
0.000
0.000
n/a
1.12
0.14
60
15
0.45
133.99
134.26
0.27"
0.19
2.37
0.09
134.34
0.500
28.000
134.13
134.40 j
0.27**
0.19
2.36
0.09
134.48
0.496
0.498
0.139
1.00
0.09
61
15
3.04
127.53
128.13
0.60"
0.59
5.18
0.29
128.42
0.000
96.000
128.49
129.19
0.70**
0.71
4.29
0.29
129.48
0.000
0.000
n/a
1.00
0.29
62
15
3.24
124.27
125.05
0.78"
0.80
4.03
0.25
125.30
0.499
166.000125.10
125.88
0.78
0.80
4.04
0.25
126.13
0.502
0.501
0.831
0.50
0.13
63
15
1.69
125.10
126.00
0.90
0.48
1.78
0.19
126.20
0.000
122.095126.32
126.84 j
0.52**
0.48
3.54
0.19
127.03
0.000
0.000
n/a
1.00
n/a
Olde Mill Stream Phase 2
Number of lines: 63
Run Date: 8/25/2020
Notes: " Normal depth assumed; "" Critical depth.; j-Line contains hyd. jump ; c = cir e = ellip b = box
Storm Sewers v2021.00

Inlet Report
Page 1
Line
No
Inlet ID
Q =
CIA
(cfs)
Q
carry
(cfs)
Q
capt
(cfs)
Q
Byp
(cfs)
Junc
Type
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
Line
No
Ht
(in)
L
(ft)
Area
(sqft)
L
(ft)
W
(ft)
So
(ft/ft)
W
(ft)
Sw
(ft/ft)
Sx
(ft/ft)
n
Depth
(ft)
Spread
(ft)
Depth
(ft)
Spread
(ft)
Depr
(in)
1
A2
0.90
0.22
1.11
0.00
Comb
5.0
3.00
3.00
3.00
2.00
Sag
2.00
0.042
0.020
0.013
0.08
2.00
0.29
2.00
2.5
Off
2
A3
0.63
0.21
0.84
0.00
Comb
5.0
3.00
3.00
3.00
2.00
Sag
2.00
0.042
0.020
0.013
0.08
2.00
0.29
2.00
2.5
Off
3
Al
0.52
0.49
0.80
0.21
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.17
6.12
0.31
2.66
2.5
2
4
All
0.75
0.38
0.88
0.26
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.17
6.46
0.31
3.05
2.5
25
5
Al2
1.04
0.40
1.05
0.38
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.19
7.15
0.33
3.85
2.5
4
6
A14
1.38
0.08
1.07
0.40
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.19
7.21
0.33
3.93
2.5
5
7
A16
0.17
0.47
0.56
0.08
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.14
4.97
0.28
1.65
2.5
6
8
A20
0.77
0.12
0.73
0.16
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.16
5.80
0.30
2.27
2.5
7
9
A21
0.67
0.10
0.65
0.12
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.15
5.45
0.29
1.92
2.5
8
10
A23
0.59
0.12
0.60
0.10
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.15
5.21
0.28
1.78
2.5
9
11
A24
0.67
0.08
0.63
0.12
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.15
5.37
0.29
1.87
2.5
10
12
A25
0.54
0.08
0.54
0.08
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.14
4.90
0.28
1.60
2.5
11
13
A27
0.52
0.12
0.56
0.08
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.14
4.98
0.28
1.64
2.5
12
14
A28
0.48
0.29
0.64
0.12
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.15
5.41
0.29
1.89
2.5
13
15
A30
1.21
0.00
0.92
0.29
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.18
6.64
0.32
3.28
2.5
14
16
A31
0.89
0.36
0.95
0.31
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.18
6.75
0.32
3.40
2.5
18
17
A32
1.38
0.00
1.02
0.36
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.18
7.04
0.33
3.73
2.5
16
18
A29
0.89
0.31
0.92
0.28
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.18
6.62
0.32
3.24
2.5
19
19
A26
1.38
0.28
1.17
0.49
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.20
7.62
0.34
4.37
2.5
20
20
A22
1.35
0.49
1.27
0.58
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.20
7.95
0.35
4.74
2.5
23
21
A18
0.52
0.00
0.48
0.04
Comb
5.0
3.00
0.00
3.00
2.00
0.015
2.00
0.042
0.020
0.013
0.13
4.05
0.26
1.16
2.5
7
22
A19
1.20
0.00
0.94
0.26
Comb
5.0
3.00
0.00
3.00
2.00
0.015
2.00
0.042
0.020
0.013
0.17
6.06
0.31
2.73
2.5
7
23
A17
1.29
0.58
1.28
0.59
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.20
8.00
0.35
4.79
2.5
24
Olde Mill Stream Phase 2
Number of lines: 63
Run Date: 8/25/2020
NOTES: Inlet N-Values = 0.013; Intensity = 74.06 / (Inlet time + 13.30) A 0.88; Return period = 2 Yrs. ; * Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2021.00

Inlet Report
Page 2
Line
No
Inlet ID
Q =
CIA
(cfs)
Q
carry
(cfs)
Q
capt
(cfs)
Q
Byp
(cfs)
Junc
Type
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
Line
No
Ht
(in)
L
(ft)
Area
(sqft)
L
(ft)
W
(ft)
So
(ft/ft)
W
(ft)
Sw
(ft/ft)
Sx
(ft/ft)
n
Depth
(ft)
Spread
(ft)
Depth
(ft)
Spread
(ft)
Depr
(in)
24
A15
0.98
0.59
1.12
0.45
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.19
7.43
0.34
4.17
2.5
30
25
A4
0.78
0.26
0.82
0.22
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.17
6.20
0.31
2.75
2.5
1
26
A5
2.75
0.06
2.81
0.00
Comb
5.0
3.00
3.00
3.00
2.00
Sag
2.00
0.042
0.020
0.013
0.20
7.77
0.41
7.77
2.5
Off
27
A7
0.75
0.11
0.79
0.06
Comb
5.0
3.00
0.00
3.00
2.00
0.051
2.00
0.042
0.020
0.013
0.12
3.82
0.25
1.09
2.5
26
28
A8
0.73
0.30
0.92
0.11
Comb
5.0
3.00
0.00
3.00
2.00
0.051
2.00
0.042
0.020
0.013
0.13
4.20
0.26
1.33
2.5
27
29
A9
2.42
0.00
2.42
0.00
DrGrt
0.0
0.00
3.00
3.00
2.00
Sag
3.00
0.330
0.330
0.013
0.19
4.13
0.19
4.13
0.0
Off
30
A13
1.21
0.45
1.17
0.49
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.20
7.60
0.34
4.35
2.5
3
31
A6
2.14
0.00
2.14
0.00
Comb
5.0
3.00
3.00
3.00
2.00
Sag
2.00
0.042
0.020
0.013
0.16
5.61
0.36
5.61
2.5
Off
32
B2
0.03
0.00
0.03
0.00
DrGrt
0.0
0.00
0.00
3.00
2.00
0.010
2.00
0.020
0.020
0.013
0.02
4.10
0.02
4.10
0.0
Off
33
B3
0.72
0.00
0.65
0.07
Comb
5.0
3.00
0.00
3.00
2.00
0.025
2.00
0.042
0.020
0.013
0.13
4.21
0.26
1.30
2.5
50
34
B4
0.92
0.56
1.15
0.34
Comb
5.0
3.00
0.00
3.00
2.00
0.025
2.00
0.042
0.020
0.013
0.16
5.94
0.31
2.72
2.5
35
35
B7
1.63
0.34
1.41
0.55
Comb
5.0
3.00
0.00
3.00
2.00
0.025
2.00
0.042
0.020
0.013
0.18
6.73
0.33
3.66
2.5
41
36
B8
2.56
0.00
2.56
0.00
DrGrt
0.0
0.00
3.00
3.00
2.00
Sag
3.00
0.330
0.330
0.013
0.19
4.17
0.19
4.17
0.0
Off
37
B9
2.01
0.00
2.01
0.00
Comb
5.0
3.00
3.00
3.00
2.00
Sag
2.00
0.042
0.020
0.013
0.15
5.17
0.36
5.17
2.5
Off
38
B10
2.24
0.00
2.24
0.00
Comb
5.0
3.00
3.00
3.00
2.00
Sag
2.00
0.042
0.020
0.013
0.16
5.96
0.37
5.96
2.5
Off
39
B5
1.41
0.41
1.25
0.56
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.20
7.90
0.35
4.69
2.5
34
40
B6
1.48
0.00
1.08
0.41
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.19
7.26
0.33
3.98
2.5
39
41
B11
2.47
0.73
3.20
0.00
Comb
5.0
6.00
6.00
3.00
2.00
Sag
2.00
0.042
0.020
0.013
0.18
6.67
0.39
6.67
2.5
Off
42
B13
0.73
0.14
0.70
0.17
Comb
5.0
3.00
0.00
3.00
2.00
0.005
2.00
0.042
0.020
0.013
0.18
6.69
0.31
2.96
2.5
41
43
B14
0.62
0.14
0.63
0.14
Comb
5.0
3.00
0.00
3.00
2.00
0.005
2.00
0.042
0.020
0.013
0.17
6.34
0.30
2.56
2.5
42
44
B15
0.75
0.03
0.64
0.14
Comb
5.0
3.00
0.00
3.00
2.00
0.005
2.00
0.042
0.020
0.013
0.17
6.40
0.30
2.63
2.5
43
45
B16
0.21
0.19
0.36
0.03
Comb
5.0
3.00
0.00
3.00
2.00
0.005
2.00
0.042
0.020
0.013
0.14
4.67
0.26
1.35
2.5
44
46
B17
0.60
0.36
0.77
0.19
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.16
6.00
0.30
2.51
2.5
45
Olde Mill Stream Phase 2
Number of lines: 63
Run Date: 8/25/2020
NOTES: Inlet N-Values = 0.013; Intensity = 74.06 / (Inlet time + 13.30) A 0.88; Return period = 2 Yrs. ; * Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2021.00

Inlet Report
Page 3
Line
No
Inlet ID
Q =
CIA
(cfs)
Q
carry
(cfs)
Q
capt
(cfs)
Q
Byp
(cfs)
Junc
Type
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
Line
No
Ht
(in)
L
(ft)
Area
(sqft)
L
(ft)
W
(ft)
So
(ft/ft)
W
(ft)
Sw
(ft/ft)
Sx
(ft/ft)
n
Depth
(ft)
Spread
(ft)
Depth
(ft)
Spread
(ft)
Depr
(in)
47
B19
0.99
0.39
1.02
0.36
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.18
7.04
0.33
3.72
2.5
46
48
B20
1.44
0.00
1.06
0.39
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.19
7.17
0.33
3.88
2.5
47
49
B18
1.27
0.00
0.97
0.30
Comb
5.0
3.00
0.00
3.00
2.00
0.012
2.00
0.042
0.020
0.013
0.17
6.48
0.32
3.16
2.5
28
50
B12
2.45
0.07
2.52
0.00
Comb
5.0
3.00
3.00
3.00
2.00
Sag
2.00
0.042
0.020
0.013
0.18
6.86
0.39
6.86
2.5
Off
51
B21
1.99
0.00
1.99
0.00
Comb
5.0
6.00
6.00
3.00
2.00
Sag
2.00
0.042
0.020
0.013
0.12
3.89
0.33
3.89
2.5
Off
52
B22
2.56
1.07
3.63
0.00
Comb
5.0
6.00
6.00
6.00
2.00
Sag
2.00
0.042
0.020
0.013
0.18
6.93
0.39
6.93
2.5
Off
53
B25
1.84
0.00
1.27
0.58
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.20
7.95
0.35
4.74
2.5
52
54
B26
2.65
0.94
3.59
0.00
DrGrt
0.0
0.00
3.00
3.00
2.00
Sag
3.00
0.330
0.330
0.013
0.24
4.47
0.24
4.47
0.0
Off
55
B28
1.96
0.00
1.96
0.00
Comb
5.0
3.00
3.00
3.00
2.00
Sag
2.00
0.042
0.020
0.013
0.14
4.97
0.35
4.97
2.5
Off
56
B29
3.56
0.29
3.85
0.00
Comb
5.0
6.00
6.00
3.00
2.00
Sag
2.00
0.042
0.020
0.013
0.20
7.99
0.41
7.99
2.5
Off
57
B30
1.23
0.00
0.93
0.29
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.18
6.69
0.32
3.33
2.5
56
58
B31
0.14
0.01
0.14
0.00
Comb
5.0
3.00
0.00
3.00
2.00
0.020
2.00
0.042
0.020
0.013
0.07
1.78
0.21
0.00
2.5
57
59
B32
0.28
0.00
0.27
0.01
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.11
3.20
0.23
0.63
2.5
58
60
B33
0.35
0.00
0.35
0.00
Comb
5.0
3.00
3.00
3.00
2.00
Sag
2.00
0.042
0.020
0.013
-0.03
1.24
0.18
1.24
2.5
Off
61
B27
2.33
0.00
1.39
0.94
DrGrt
0.0
0.00
0.00
3.00
2.00
0.010
3.00
0.330
0.330
0.013
0.20
4.22
0.20
4.22
0.0
54
62
B23
1.35
0.32
1.18
0.50
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.20
7.64
0.34
4.40
2.5
52
63
B24
1.29
0.00
0.97
0.32
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.18
6.85
0.32
3.50
2.5
62
Olde Mill Stream Phase 2
Number of lines: 63
Run Date: 8/25/2020
NOTES: Inlet N-Values = 0.013; Intensity = 74.06 / (Inlet time + 13.30) A 0.88; Return period = 2 Yrs. ; * Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2021.00

DISSIPATOR PAD/OUTLET PROTECTION SCHEDULE
(NYDOT METHOD)
NUMBER APRON APRON STONE D50
LOCATION Qmax Q10 V10 Vmax PIPE DIA.1 OF PIPES LENGTH2 WIDTH3 CLASS DEPTH 4 STONE
CFS CFS FPS FPS INCHES ZONE M (La) FEET FEET STONE INCHES SIZE
PIPE "LA2" 64.20 26.54 3.03 7.07 42 2 6 1 21 14 B 22 9
PIPE "LB2" 68.63 20.13 3.95 7.56 42 2 6 1 21 14 B 22 9
PIPE "LB21" 27.98 15.57 4.76 6.04 30 2 6 1 15 10 B 22 9
Note: Q10 and V10 values are Hydraflow calculations.

WET POND
DESIGN CALCULATIONS

 NUTRIENT CALCULATIONS
 SUPPLEMENT-EZ
 STORMWATER POND DESIGN DATA
 10-YR & 25-YR HYDROGRAPH REPORT
 POND CALCULATIONS

Piedmont of the Tar-Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name:Olde Mill Stream - Phase 1 & 2
Date:8/25/2020
By:Bartlett Engineering and Surveying, PC Checked By:
Directions (same for pre-development and post-development tables):
Pre-development:
(2)(3)(4)(5)(6)(7)
Area
(acres)
S.M. Formula
(0.46 + 8.3I)
Average EMC
of TN (mg/L)
Column
(2) * (3) * (4)
Average EMC
of TP (mg/L)
Column
(2) * (3) * (6)
0.00 0.47 2.60 0.00 0.19 0.00
0.15 0.47 1.95 0.14 0.11 0.01
37.56 0.47 1.42 25.23 0.28 4.98
33.54 0.47 4.23 67.12 1.23 19.52
0.00 0.47 2.04 0.00 0.62 0.00
24.02 0.47 0.94 10.68 0.14 1.59
0.00 TN Loading
(lb/yr) =103.17 TP Loading
(lb/yr) =26.09
95.27 TN Exp. Coeff.
(lb/ac/yr) =1.08 TP Exp. Coeff.
(lb/ac/yr) =0.27
Post-development:
(2)(3)(4)(5)(6)(7)
Area
(acres)
S.M. Formula
(0.46 + 8.3I)
Average EMC
of TN (mg/L)
Column
(2) * (3) * (4)
Average EMC
of TP (mg/L)
Column
(2) * (3) * (6)
7.47 1.98 2.60 38.44 0.19 2.81
9.95 1.98 1.95 38.38 0.11 2.17
64.98 1.98 1.42 182.62 0.28 36.01
12.87 1.98 0.95 24.19 0.14 3.57
0.18 TN Loading
(lb/yr) =283.64 TP Loading
(lb/yr) =44.55
95.27 TN Exp. Coeff.
(lb/ac/yr) =2.98 TP Exp. Coeff.
(lb/ac/yr) =0.47
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post-development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post-development TN and TP loadings after BMPs are installed.
Fraction Impervious (I) =
Total Area of Development =
Roof impervious
(1)
Type of Land Cover
Transportation impervious
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with the
site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must be
included in the acreage values and treated.
Managed pervious
Wooded pervious
(1)
Type of Land Cover
Transportation impervious
Roof impervious
Managed pervious
(lawn/landscaped)
Managed pervious
(cropland)
Managed pervious
(pasture)
Wooded pervious
Fraction Impervious (I) =
Total Area of Development =
Piedmont of the Tar-Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
BMP Removal Calculation Worksheet (Automated)
Project Name:Olde Mill Stream - Phase 1 & 2
Date:8/25/2020
By:Bartlett Engineering and Surveying, PC Checked By:
Directions:
TN TP Design Standard
BMP 25 40
NC BMP Manual
Nutrient 40 35
NC BMP Manual
Removal 35 45
NC BMP Manual
Rates 35 45
NC BMP Manual
20 20
NC BMP Manual
20 35 NC BMP Manual
10 10
NC BMP Manual
Catchment 1:
Total acreage of catchment 1 =2.55 ac
First BMP's TN removal rate =40 %First BMP's TP removal rate =35 %
Second BMP's TN removal rate =%Second BMP's TP removal rate =%
Third BMP's TN removal rate =%Third BMP's TP removal rate =%
TOTAL TN REMOVAL RATE =40 %TOTAL TP REMOVAL RATE =35 %
(2)(3)(4)(5)(6)(7)
Catchment
Acreage
S.M. Formula
(0.46 + 8.3I)
Average EMC of
TN (mg/L)
Column
(2) * (3) * (4)
Average EMC of
TP (mg/L)
Column
(2) * (3) * (6)
0.84 4.28 2.60 9.39 0.19 0.69
0.33 4.28 1.95 2.73 0.11 0.15
1.09 4.28 1.42 6.60 0.28 1.30
0.00 4.28 0.94 0.00 0.14 0.00
0.29 4.28 1.95 2.43 0.11 0.14
0.46 Pre-BMP TN
Load (lb/yr) =21.15 Pre-BMP TP
Load (lb/yr) =2.28
2.55 Pre-BMP TN
Export (lb/ac/yr) =8.30 Pre-BMP TP
Export (lb/ac/yr) =0.89
Post-BMP TN
Load (lb/yr) =12.69 Post-BMP TP
Load (lb/yr) =1.48
Post-BMP TN Export
(lb/ac/yr) =4.98 Post-BMP TP
Export (lb/ac/yr) =0.58
Area taken up by BMP
Fraction Impervious (I) =
Total Area of Development =
Type of Land Cover
Transportation impervious
Roof impervious
Managed pervious
Wooded pervious
(1)
> It may be advantageous to split the development into separate catchments to be handled by separate BMPs. The tables below allow the
development to be split into as many as three catchments, and can be copied for greater than three. NOTE: Unless runoff
> Above each table: Enter the catchment acreage in the top green blank. Based on a comparison of the post-development TN and TP
export coefficients you calculated above to the rule requirements of 4.0 lb/ac/yr TN and 0.4 lb/ac/yr TP, select BMP(s) from t
> Catchment Tables: Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the light blue
boxes. NOTE: Compare the Total Catchment Acreage for the Development (final table) to the value you established in th

Wet Detention Pond
Stormwater Wetland
Sand Filter
Bioretention
Grass Swale
Vegetated Filter Strip w/
Level Spreader
Dry Detention
Catchment 2:
Total acreage of catchment 2 =6.52 ac
First BMP's TN removal rate =40 % First BMP's TP removal rate =35 %
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE =40 % TOTAL TP REMOVAL RATE =35 %
(2)(3)(4)(5)(6)(7)
Catchment
Acreage
S.M. Formula
(0.46 + 8.3I)
Average EMC of
TN (mg/L)
Column
(2) * (3) * (4)
Average EMC of
TP (mg/L)
Column
(2) * (3) * (6)
1.42 3.78 2.60 14.00 0.19 1.02
1.18 3.78 1.95 8.71 0.11 0.49
3.53 3.78 1.42 18.95 0.28 3.74
0.00 3.78 0.94 0.00 0.14 0.00
0.38 3.78 1.95 2.82 0.11 0.16
0.40 Pre-BMP TN
Load (lb/yr) =44.49 Pre-BMP TP
Load (lb/yr) =5.41
6.52 Pre-BMP TN Export
(lb/ac/yr) =6.83 Pre-BMP TP Export
(lb/ac/yr) =0.83
Post-BMP TN
Load (lb/yr) =26.69 Post-BMP TP
Load (lb/yr) =3.52
Post-BMP TN
Export (lb/ac/yr) =4.10 Post-BMP TP Export
(lb/ac/yr) =0.54
Catchment 3:
Total acreage of catchment 3 =12.69 ac
First BMP's TN removal rate =25 % First BMP's TP removal rate =40 %
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE =25 % TOTAL TP REMOVAL RATE =40 %
(2)(3)(4)(5)(6)(7)
Catchment
Acreage
S.M. Formula
(0.46 + 8.3I)
Average EMC of
TN (mg/L)
Column
(2) * (3) * (4)
Average EMC of
TP (mg/L)
Column
(2) * (3) * (6)
2.02 3.61 2.60 18.94 0.19 1.38
2.78 3.61 1.95 19.56 0.11 1.10
7.59 3.61 1.42 38.87 0.28 7.67
0.00 3.61 0.94 0.00 0.14 0.00
0.29 3.61 1.95 2.05 0.11 0.12
0.38 Pre-BMP TN
Load (lb/yr) =79.42 Pre-BMP TP
Load (lb/yr) =10.27
12.69 Pre-BMP TN Export
(lb/ac/yr) =6.26 Pre-BMP TP Export
(lb/ac/yr) =0.81
Post-BMP TN
Load (lb/yr) =59.56 Post-BMP TP
Load (lb/yr) =6.16
Post-BMP TN
Export (lb/ac/yr) =4.70 Post-BMP TP Export
(lb/ac/yr) =0.49
Wooded pervious
Area taken up by BMP
Fraction Impervious (I) =
Total Area of Development =
Type of Land Cover
Managed pervious
Roof impervious
Managed pervious
Wooded pervious
Area taken up by BMP
Fraction Impervious (I) =
Total Area of Development =
(1)
Type of Land Cover
Transportation impervious
Roof impervious
(1)
Transportation impervious
Catchment 4:
Total acreage of catchment 3 =22.01 ac
First BMP's TN removal rate =25 % First BMP's TP removal rate =40 %
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE =25 % TOTAL TP REMOVAL RATE =40 %
(2)(3)(4)(5)(6)(7)
Catchment
Acreage
S.M. Formula
(0.46 + 8.3I)
Average EMC of
TN (mg/L)
Column
(2) * (3) * (4)
Average EMC of
TP (mg/L)
Column
(2) * (3) * (6)
3.18 2.71 2.60 22.44 0.19 1.64
2.78 2.71 1.95 14.71 0.11 0.83
15.34 2.71 1.42 59.08 0.28 11.65
0.00 2.71 0.94 0.00 0.14 0.00
0.70 2.71 1.95 3.71 0.11 0.21
0.27 Pre-BMP TN
Load (lb/yr) =99.94 Pre-BMP TP
Load (lb/yr) =14.33
22.01 Pre-BMP TN Export
(lb/ac/yr) =4.54 Pre-BMP TP Export
(lb/ac/yr) =0.65
Post-BMP TN
Load (lb/yr) =74.96 Post-BMP TP
Load (lb/yr) =8.60
Post-BMP TN
Export (lb/ac/yr) =3.41 Post-BMP TP Export
(lb/ac/yr) =0.39
Catchment 5:
Total acreage of catchment 3 =51.51 ac
First BMP's TN removal rate = % First BMP's TP removal rate = %
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE =0 % TOTAL TP REMOVAL RATE =0 %
(2)(3)(4)(5)(6)(7)
Catchment
Acreage
S.M. Formula
(0.46 + 8.3I)
Average EMC of
TN (mg/L)
Column
(2) * (3) * (4)
Average EMC of
TP (mg/L)
Column
(2) * (3) * (6)
0.00 0.92 2.60 0.00 0.19 0.00
2.87 0.92 1.95 5.17 0.11 0.29
37.44 0.92 1.42 49.10 0.28 9.68
11.20 0.92 0.94 9.72 0.14 1.45
0.00 0.92 1.95 0.00 0.11 0.00
0.06 Pre-BMP TN
Load (lb/yr) =63.99 Pre-BMP TP
Load (lb/yr) =11.42
51.51 Pre-BMP TN Export
(lb/ac/yr) =1.24 Pre-BMP TP Export
(lb/ac/yr) =0.22
Post-BMP TN
Load (lb/yr) =63.99 Post-BMP TP
Load (lb/yr) =11.42
Post-BMP TN
Export (lb/ac/yr) =1.24 Post-BMP TP Export
(lb/ac/yr) =0.22
(1)
Wooded pervious
(1)
Type of Land Cover
Transportation impervious
Roof impervious
Roof impervious
Transportation impervious
Type of Land Cover
Total Area of Development =
Fraction Impervious (I) =
Area taken up by BMP
Managed pervious
Managed pervious
Wooded pervious
Area taken up by BMP
Fraction Impervious (I) =
Total Area of Development =
Weighted Average of Nutrient Loadings from the Catchments:
Catchment
Acreage
Post-BMP
TN Loading
(lb/ac/yr)
Post-BMP
TP Loading
(lb/ac/yr)
2.55 4.98 0.58
6.52 4.10 0.54
12.69 4.70 0.49
22.01 3.41 0.39
51.51 1.24 0.22
95.27 2.50 0.33
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post-development nutrient
loading is below these levels, then the BMPs planned are adequate. Otherwise, additional BMPs and/or
modifications in development plans are required.
TOTAL FOR DEVELOPMENT

Catchment 4
Catchment 5
Catchment 1
Catchment 2
Catchment 3
SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
1 Project Name Olde Mill Stream Ph2
2 Project Area (ac)38.42
3 Coastal Wetland Area (ac)N/A
4 Surface Water Area (ac)0
5 Is this project High or Low Density?High
6 Does this project use an off-site SCM? No
7 Width of vegetated setbacks provided (feet)50
8 Will the vegetated setback remain vegetated?Yes
9 Is BUA other that as listed in .1003(4)(c-d) out of the setback?Yes
10 Is streambank stabilization proposed on this project? No
11 Infiltration System 0
12 Bioretention Cell 0
13 Wet Pond 2
14 Stormwater Wetland 0
15 Permeable Pavement 0
16 Sand Filter 0
17 Rainwater Harvesting (RWH)0
18 Green Roof 0
19 Level Spreader-Filter Strip (LS-FS)0
20 Disconnected Impervious Surface (DIS)0
21 Treatment Swale 0
22 Dry Pond 0
23 StormFilter 0
24 Silva Cell 0
25 Bayfilter 0
26 Filterra 0
FORMS LOADED
27 Name and Title:Ronald G. Fuentes
28 Organization:Bartlett Engineering & Surveying, PC
29 Street address:1906 Nash Street N
30 City, State, Zip:Wilson, NC 27893
31 Phone number(s):[phone]
32 Email: [e-mail]
Certification Statement:

Designer
______________________________________________
Signature of Designer
______________________________________________
Date

I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or
supervision; that the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that
the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent with the
information provided here.
PROJECT INFORMATION
NUMBER AND TYPE OF SCMs:
DESIGNER CERTIFICATION
COMPLIANCE WITH 02H .1003(4)
Seal
DRAINAGE AREAS
1 Is this a high density project?Yes
2 If so, number of drainage areas/SCMs 2
3
Is all/part of this project subject to previous rule
versions?No
FORMS LOADED
Entire Site 1 2
4 Type of SCM N/A Wet Pond Wet Pond
5 Total BUA in project (sq ft)590685 sf 213799 sf 325287 sf
6
New BUA on subdivided lots (subject to permitting)
(sq ft)414540 sf 148740 sf 214200 sf
7
New BUA outside of subdivided lots (subject to
permitting) (sf)176145 sf 65058 sf 111087 sf
8 Offsite - total area (sq ft)
9 Offsite BUA (sq ft)
10 Breakdown of new BUA outside subdivided lots:
- Parking (sq ft)76140 sf 27540 sf 48600 sf
- Sidewalk (sq ft)
- Roof (sq ft)338400 sf 121200 sf 165600 sf
- Roadway (sq ft)176145 sf 65059 sf 1110567 sf
- Future (sq ft)

- Other, please specify in the comment box
below (sq ft)
11
New infiltrating permeable pavement on
subdivided lots (sq ft)
12
New infiltrating permeable pavement outside of
subdivided lots (sq ft)
13
Exisitng BUA that will remain (not subject to
permitting) (sq ft)
14 Existing BUA that is already permitted (sq ft)
15 Existing BUA that will be removed (sq ft)
16 Percent BUA 38%30%
17 Design storm (inches)1 in 1 in
18 Design volume of SCM (cu ft)18337 cf 28843 cf
19 Calculation method for design volume
20
DRAINAGE AREA INFORMATION
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
drainage area(s):
WET POND
1 Drainage area number 1 2
2 Design volume of SCM (cu ft)18173 cf 28843 cf
3 Is the SCM sized to treat the SW from all surfaces at build-out?Yes Yes
4 Is the SCM located away from contaminated soils?Yes Yes
5 What are the side slopes of the SCM (H:V)?2:1 2:1
6
Does the SCM have retaining walls, gabion walls or other engineered
side slopes? No No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)? Yes Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume? Yes Yes
9 What is the method for dewatering the SCM for maintenance?Pump (preferred)Pump (preferred)
10 If applicable, will the SCM be cleaned out after construction?Yes Yes
11 Does the maintenance access comply with General MDC (8)?Yes Yes
12 Does the drainage easement comply with General MDC (9)?Yes Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)? Yes Yes
14 Is there an O&M Agreement that complies with General MDC (11)? Yes Yes
15 Is there an O&M Plan that complies with General MDC (12)?Yes Yes
16 Does the SCM follow the device specific MDC?Yes Yes
17 Was the SCM designed by an NC licensed professional?Yes Yes
18 Method used HRT HRT
19 Has a stage/storage table been provided in the calculations?Yes Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl) 114.00 117.00
21 Elevation of the main pool bottom (top of sediment removal) (fmsl) 115.00 118.00
22 Elevation of the bottom of the vegetated shelf (fmsl)121.00 121.50
23 Elevation of the permanent pool (fmsl)121.00 121.50
24 Elevation of the top of the vegetated shelf (fmsl)122.00 122.50
25 Elevation of the temporary pool (fmsl)122.30 122.40
26 Surface area of the main permanent pool (square feet)9843:1 24748:1
27 Volume of the main permanent pool (cubic feet)44691 cf 75403 cf
28 Average depth of the main pool (feet)6.00 ft 6.50 ft
29 Average depth equation used Equation 2 Equation 2
30 If using equation 3, main pool perimeter (feet)
31 If using equation 3, width of submerged veg. shelf (feet)
32 Volume of the forebay (cubic feet)7392 cf 12263 cf
33 Is this 15-20% of the volume in the main pool?Yes Yes
34 Clean-out depth for forebay (inches)12 in 12 in
35 Design volume of SCM (cu ft)18173 cf 28843 cf
36 Is the outlet an orifice or a weir?Orifice Orifice
37 If orifice, orifice diameter (inches)2 in 3 in
38 If weir, weir height (inches)
39 If weir, weir length (inches)
40 Drawdown time for the temporary pool (days)2.95 2.28
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting? Yes Yes
42 Are berms or baffles provided to improve the flow path?No No
43 Depth of forebay at entrance (inches)72 in 42 in
44 Depth of forebay at exit (inches)60 in 30 in
45 Does water flow out of the forebay in a non-erosive manner?Yes Yes
46 Width of the vegetated shelf (feet)6 ft 6 ft
47 Slope of vegetated shelf (H:V)6:1 6:1
48
Does the orifice drawdown from below the top surface of the
permanent pool? Yes Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
yr, 24-hr storm? Yes Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met.) No No
51 Is a trash rack or other device provided to protect the outlet system? Yes Yes
52 Are the dam and embankment planted in non-clumping turf grass? Yes Yes
53 Species of turf that will be used on the dam and embankment Bermuda Bermuda
54 Has a planting plan been provided for the vegetated shelf?Yes Yes
55
Please use this space to provide any additional information about the
wet pond(s):
WET POND MDC FROM 02H .1053
GENERAL MDC FROM 02H .1050
ADDITIONAL INFORMATION
Pond 2 consists of two (2) forebays and the value entered in item 32 is the
total forebay volume.
OLDE MILL STREAM -PHASE 2
POND DESIGN DATA
Wet Detention Pond #1
Drainage Area (DA) 552,620 sf
Built Upon Area (BUA) 213,799 sf
BUA/DA 0.39
Runoff Coefficient (Rv) 0.40
Storm Rainfall Depth (Rd) 1 in
Water Quality Volume (WQv)18,337 cf
Main Pool (HRT Method) and Forebay
Main Pool Volume Required (VMP) 44,670 cf
Main Pool Volume Provided (MPV) 44,691 cf
Forebay Volume Provided 1,179 cf
Forebay Volume/Main Pond Volume 2.64 %
Drawdown Orifice
Water Quality Volume (WQv) 18,337 cf
Temporary Pool Elevation 122.30 ft
Normal Pool Elevation 121.00 ft
Orifice size 2.00 in
Driving Head (Ho/3) 0.46 ft
Discharge 0.07 cfs
Drawdown time 2.98 days
Planting Plan (Minimum Requirements)
Dam & Embankment Slopes
Seeding Mixture Species Rate (lb/ac) Seeding Dates
Bermuda Grass 80 4/15-8/15
Perimeter Shelf
Perimeter shelf surface area 2140 sf
Minimum planting rate 50 plants/200 sf
Minimum number of plants required 535 plants
Plant Name Qty Spacing Size
Ascelepias Incarnata (Swamp Milkweed) 70 3' 4" pots
Hibiscus Coccineus (Scarlet Rose Mallow) 70 3' 4" pots
Lebelia Elongata (Longleaf Lobelia)395 1.5'4" pots
OLDE MILL STREAM -PHASE 2
POND DESIGN DATA
Wet Detention Pond #2
Drainage Area (DA) 1,067,143 sf
Built Upon Area (BUA) 325,287 sf
BUA/DA 0.30
Runoff Coefficient (Rv) 0.32
Storm Rainfall Depth (Rd) 1 in
Water Quality Volume (WQv)28,843 cf
Main Pool (HRT Method) and Forebay
Main Pool Volume Required (VMP) 70,261 cf
Main Pool Volume Provided (MPV) 75,403 cf
Forebay Volume Provided 1,179 cf
Forebay Volume/Main Pond Volume 1.56 %
Drawdown Orifice
Water Quality Volume (WQv) 28,843 cf
Temporary Pool Elevation 122.40 ft
Normal Pool Elevation 121.50 ft
Orifice size 3.00 in
Driving Head (Ho/3) 0.34 ft
Discharge 0.14 cfs
Drawdown time 2.42 days
Planting Plan (Minimum Requirements)
Dam & Embankment Slopes
Seeding Mixture Species Rate (lb/ac) Seeding Dates
Bermuda Grass 80 4/15-8/15
Perimeter Shelf
Perimeter shelf surface area 3956 sf
Minimum planting rate 50 plants/200 sf
Minimum number of plants required 989 plants
Plant Name Qty Spacing Size
Ascelepias Incarnata (Swamp Milkweed) 129 3' 4" pots
Hibiscus Coccineus (Scarlet Rose Mallow) 129 3' 4" pots
Lobelia Elongata (Longleaf Lobelia)731 1.5'4" pots
1 2 4 6
7
8
9
10
11
1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Project: 20-042 Pond 1 & 2 Hydrograph.gpw Wednesday, 08 / 26 / 2020
Hyd.Origin Description
Legend
1 SCS Runoff Existing
2 SCS Runoff Post from WL1
4 SCS Runoff Post from WL2
6 SCS Runoff Post to Pond 1
7 Reservoir To Pond 1
8 SCS Runoff Post to Pond 2
9 Reservoir To Pond 2
10 SCS Runoff Offsite
11 Combine Proposed
Hydrograph Summary Report
2
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 129.59 2 730 519,360 ------ ------ ------ Existing
2 SCS Runoff 15.38 2 718 36,676 ------ ------ ------ Post from WL1
4 SCS Runoff 40.51 2 716 85,425 ------ ------ ------ Post from WL2
6 SCS Runoff 59.08 2 716 119,490 ------ ------ ------ Post to Pond 1
7 Reservoir 17.59 2 724 117,721 6 124.07 49,472 To Pond 1
8 SCS Runoff 99.34 2 718 199,963 ------ ------ ------ Post to Pond 2
9 Reservoir 10.29 2 744 195,676 8 123.97 91,787 To Pond 2
10 SCS Runoff 62.22 2 730 257,527 ------ ------ ------ Offsite
11 Combine 106.98 2 720 693,027 2, 4, 7,
9, 10
------ ------ Proposed
20-042 Pond 1 & 2 Hydrograph.gpw Return Period: 10 Year Wednesday, 08 / 26 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 1
Existing
Hydrograph type = SCS Runoff Peak discharge = 129.59 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 519,360 cuft
Drainage area = 95.270 ac Curve number = 60.8
Basin Slope = 0.7 % Hydraulic length = 3170 ft
Tc method = KIRPICH Time of conc. (Tc) = 26.15 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
3
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Existing
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 2
Post from WL1
Hydrograph type = SCS Runoff Peak discharge = 15.38 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 36,676 cuft
Drainage area = 2.547 ac Curve number = 88.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 7.60 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
Post from WL1
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 4
Post from WL2
Hydrograph type = SCS Runoff Peak discharge = 40.51 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 85,425 cuft
Drainage area = 6.516 ac Curve number = 87.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
5
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Post from WL2
Hyd. No. 4 -- 10 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 6
Post to Pond 1
Hydrograph type = SCS Runoff Peak discharge = 59.08 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 119,490 cuft
Drainage area = 12.685 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
6
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
Post to Pond 1
Hyd. No. 6 -- 10 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 7
To Pond 1
Hydrograph type = Reservoir Peak discharge = 17.59 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 117,721 cuft
Inflow hyd. No. = 6 - Post to Pond 1 Max. Elevation = 124.07 ft
Reservoir name = Pond 1 Max. Storage = 49,472 cuft
Storage Indication method used.
7
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
To Pond 1
Hyd. No. 7 -- 10 Year
Hyd No. 7 Hyd No. 6 Total storage used = 49,472 cuft
Pond Report 8
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Pond No. 3 - Pond 1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 121.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 121.00 12,685 0 0
1.00 122.00 15,397 14,017 14,017
2.00 123.00 17,038 16,209 30,226
3.00 124.00 18,737 17,879 48,105
4.00 125.00 20,492 19,606 67,711
5.00 126.00 22,303 21,389 89,100
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 24.00 2.00 0.00 0.00
Span (in)= 24.00 2.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft)= 121.00 121.00 0.00 0.00
Length (ft)= 46.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft)= 12.00 3.00 20.00 0.00
Crest El. (ft)= 124.00 122.30 124.40 0.00
Weir Coeff.= 3.33 3.33 2.60 3.33
Weir Type = 1 Rect Broad ---
Multi-Stage = Yes Yes No No
Exfil.(in/hr)= 0.000 (by Wet area)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 121.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
1.00 14,017 122.00 0.11 ic 0.10 ic --- --- 0.00 0.00 0.00 --- --- --- 0.098
2.00 30,226 123.00 5.95 ic 0.10 ic --- --- 0.00 5.85 0.00 --- --- --- 5.952
3.00 48,105 124.00 16.51 oc 0.08 ic --- --- 0.00 16.43 s 0.00 --- --- --- 16.51
4.00 67,711 125.00 25.97 ic 0.02 ic --- --- 14.75 s 11.20 s 24.17 --- --- --- 50.13
5.00 89,100 126.00 30.19 ic 0.01 ic --- --- 20.14 s 10.00 s 105.24 --- --- --- 135.40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 8
Post to Pond 2
Hydrograph type = SCS Runoff Peak discharge = 99.34 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 199,963 cuft
Drainage area = 24.498 ac Curve number = 71.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
9
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
Q (cfs)
Time (min)
Post to Pond 2
Hyd. No. 8 -- 10 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 9
To Pond 2
Hydrograph type = Reservoir Peak discharge = 10.29 cfs
Storm frequency = 10 yrs Time to peak = 744 min
Time interval = 2 min Hyd. volume = 195,676 cuft
Inflow hyd. No. = 8 - Post to Pond 2 Max. Elevation = 123.97 ft
Reservoir name = Pond 2 Max. Storage = 91,787 cuft
Storage Indication method used.
10
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 4320
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
Q (cfs)
Time (min)
To Pond 2
Hyd. No. 9 -- 10 Year
Hyd No. 9 Hyd No. 8 Total storage used = 91,787 cuft
Pond Report 11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Pond No. 4 - Pond 2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 121.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 121.50 32,527 0 0
0.50 122.00 35,049 16,888 16,888
1.50 123.00 38,068 36,545 53,433
2.50 124.00 41,145 39,593 93,025
3.50 125.00 44,278 42,697 135,723
4.50 126.00 47,467 45,859 181,581
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 18.00 3.00 0.00 0.00
Span (in)= 18.00 3.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft)= 121.50 121.50 0.00 0.00
Length (ft)= 38.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft)= 12.00 3.00 30.00 0.00
Crest El. (ft)= 124.00 122.40 124.30 0.00
Weir Coeff.= 3.33 3.33 2.60 3.33
Weir Type = 1 Rect Broad ---
Multi-Stage = Yes Yes No No
Exfil.(in/hr)= 0.000 (by Wet area)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 121.50 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
0.50 16,888 122.00 0.14 ic 0.14 ic --- --- 0.00 0.00 0.00 --- --- --- 0.138
1.50 53,433 123.00 4.61 oc 0.16 ic --- --- 0.00 4.42 s 0.00 --- --- --- 4.574
2.50 93,025 124.00 10.45 oc 0.10 ic --- --- 0.00 10.34 s 0.00 --- --- --- 10.45
3.50 135,723 125.00 14.08 ic 0.02 ic --- --- 8.14 s 5.91 s 45.68 --- --- --- 59.75
4.50 181,581 126.00 16.47 ic 0.01 ic --- --- 10.99 s 5.29 s 172.89 --- --- --- 189.19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 10
Offsite
Hydrograph type = SCS Runoff Peak discharge = 62.22 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 257,527 cuft
Drainage area = 52.686 ac Curve number = 58.6
Basin Slope = 0.3 % Hydraulic length = 2120 ft
Tc method = KIRPICH Time of conc. (Tc) = 25.63 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
12
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
Offsite
Hyd. No. 10 -- 10 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 11
Proposed
Hydrograph type = Combine Peak discharge = 106.98 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 693,027 cuft
Inflow hyds. = 2, 4, 7, 9, 10 Contrib. drain. area = 61.749 ac
13
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Proposed
Hyd. No. 11 -- 10 Year
Hyd No. 11 Hyd No. 2 Hyd No. 4 Hyd No. 7
Hyd No. 9 Hyd No. 10
Hydrograph Summary Report
14
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 205.63 2 730 788,083 ------ ------ ------ Existing
2 SCS Runoff 19.57 2 718 47,364 ------ ------ ------ Post from WL1
4 SCS Runoff 51.76 2 716 110,874 ------ ------ ------ Post from WL2
6 SCS Runoff 80.51 2 716 163,945 ------ ------ ------ Post to Pond 1
7 Reservoir 38.70 2 722 162,161 6 124.81 63,988 To Pond 1
8 SCS Runoff 138.97 2 716 280,963 ------ ------ ------ Post to Pond 2
9 Reservoir 34.88 2 724 276,637 8 124.72 123,903 To Pond 2
10 SCS Runoff 102.27 2 730 398,420 ------ ------ ------ Offsite
11 Combine 188.28 2 722 995,455 2, 4, 7,
9, 10
------ ------ Proposed
20-042 Pond 1 & 2 Hydrograph.gpw Return Period: 25 Year Wednesday, 08 / 26 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 1
Existing
Hydrograph type = SCS Runoff Peak discharge = 205.63 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 788,083 cuft
Drainage area = 95.270 ac Curve number = 60.8
Basin Slope = 0.7 % Hydraulic length = 3170 ft
Tc method = KIRPICH Time of conc. (Tc) = 26.15 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
15
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
Existing
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 2
Post from WL1
Hydrograph type = SCS Runoff Peak discharge = 19.57 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 47,364 cuft
Drainage area = 2.547 ac Curve number = 88.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 7.60 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
16
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
Post from WL1
Hyd. No. 2 -- 25 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 4
Post from WL2
Hydrograph type = SCS Runoff Peak discharge = 51.76 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 110,874 cuft
Drainage area = 6.516 ac Curve number = 87.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
17
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
Post from WL2
Hyd. No. 4 -- 25 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 6
Post to Pond 1
Hydrograph type = SCS Runoff Peak discharge = 80.51 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 163,945 cuft
Drainage area = 12.685 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
18
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
Post to Pond 1
Hyd. No. 6 -- 25 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 7
To Pond 1
Hydrograph type = Reservoir Peak discharge = 38.70 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 162,161 cuft
Inflow hyd. No. = 6 - Post to Pond 1 Max. Elevation = 124.81 ft
Reservoir name = Pond 1 Max. Storage = 63,988 cuft
Storage Indication method used.
19
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
To Pond 1
Hyd. No. 7 -- 25 Year
Hyd No. 7 Hyd No. 6 Total storage used = 63,988 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 8
Post to Pond 2
Hydrograph type = SCS Runoff Peak discharge = 138.97 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 280,963 cuft
Drainage area = 24.498 ac Curve number = 71.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
20
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Post to Pond 2
Hyd. No. 8 -- 25 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 9
To Pond 2
Hydrograph type = Reservoir Peak discharge = 34.88 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 276,637 cuft
Inflow hyd. No. = 8 - Post to Pond 2 Max. Elevation = 124.72 ft
Reservoir name = Pond 2 Max. Storage = 123,903 cuft
Storage Indication method used.
21
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
To Pond 2
Hyd. No. 9 -- 25 Year
Hyd No. 9 Hyd No. 8 Total storage used = 123,903 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 10
Offsite
Hydrograph type = SCS Runoff Peak discharge = 102.27 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 398,420 cuft
Drainage area = 52.686 ac Curve number = 58.6
Basin Slope = 0.3 % Hydraulic length = 2120 ft
Tc method = KIRPICH Time of conc. (Tc) = 25.63 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
22
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Offsite
Hyd. No. 10 -- 25 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 08 / 26 / 2020
Hyd. No. 11
Proposed
Hydrograph type = Combine Peak discharge = 188.28 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 995,455 cuft
Inflow hyds. = 2, 4, 7, 9, 10 Contrib. drain. area = 61.749 ac
23
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
Proposed
Hyd. No. 11 -- 25 Year
Hyd No. 11 Hyd No. 2 Hyd No. 4 Hyd No. 7
Hyd No. 9 Hyd No. 10

SCM OPERATIONS
AND MAINTENANCE MANUAL

Permit Number:_______________________
(to be provided by DWQ)
Drainage Area Number:_________________
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Wet Detention Basin Operation and Maintenance Agreement

I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.

The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.

This system (check one):
does does not incorporate a vegetated filter at the outlet.

This system (check one):
does does not incorporate pretreatment other than a forebay.

Important maintenance procedures:
 Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
 No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
 Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
 If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
 Once a year, a dam safety expert should inspect the embankment.

After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.

Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.

BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is present. Remove the trash/debris.
The perimeter of the wet
detention basin
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
long.
Maintain vegetation at a height of
approximately six inches.
Permit Number:_______________________
(to be provided by DWQ)
Drainage Area Number:_________________
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4

BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or
swale
The pipe is clogged. Unclog the pipe. Dispose of the
sediment off-site.
The pipe is cracked or
otherwise damaged.
Replace the pipe.
Erosion is occurring in the
swale.
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to
a depth greater than the
original design depth for
sediment storage.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Prune according to best professional
practices
Plants are dead, diseased or
dying.
Determine the source of the
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to
a depth greater than the
original design sediment
storage depth.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
50% of the area.
Consult a professional to remove
and control the algal growth.
Cattails, phragmites or other
invasive plants cover 50% of
the basin surface.
Remove the plants by wiping them
with pesticide (do not spray).
Permit Number:_______________________
(to be provided by DWQ)
Drainage Area Number:_________________
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4

BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow
on the embankment.
Remove shrubs immediately.
Evidence of muskrat or
beaver activity is present.
Use traps to remove muskrats and
consult a professional to remove
beavers.
A tree has started to grow on
the embankment.
Consult a dam safety specialist to
remove the tree.
An annual inspection by an
appropriate professional
shows that the embankment
needs repair. (if applicable)
Make all needed repairs.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of
damage have occurred at the
outlet.
Contact the local NC Division of
Water Quality Regional Office, or
the 401 Oversight Unit at 919-733-
1786.

The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.

When the permanent pool depth reads _6_ feet in the main pond, the sediment
shall be removed.

When the permanent pool depth reads _5_ feet in the forebay, the sediment shall
be removed.

BASIN DIAGRAM
(fill in the blanks)

Permanent Pool Elevation 121'

Sediment Removal El. 116' Permanent Pool
Volume Sediment Removal Elevation 115' Volume
Bottom Elevation 115' 1-ft Min.
Sediment Bottom Elevation 114' 1-ft Min.
Storage Sediment
Storage
FOREBAY MAIN POND

Permit Number:_______________________
(to be provided by DWQ)

Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.

Project name:Olde Mill Stream (Phase 2)
BMP drainage area number:1

Print name: Ralph Hodge
Title: Member - Manager
Address: 2101 F Miller Road Wilson, NC 27893
Phone: [phone]
Signature:
Date:

Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.

I, _____________________________________, a Notary Public for the State of
____________________, County of ____________________, do hereby certify that
______________________________________ personally appeared before me this
day of _________________, _______, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,

SEAL

My commission expires

Permit Number:_______________________
(to be provided by DWQ)
Drainage Area Number:_________________
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Wet Detention Basin Operation and Maintenance Agreement

I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.

The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.

This system (check one):
does does not incorporate a vegetated filter at the outlet.

This system (check one):
does does not incorporate pretreatment other than a forebay.

Important maintenance procedures:
 Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
 No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
 Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
 If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
 Once a year, a dam safety expert should inspect the embankment.

After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.

Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.

BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is present. Remove the trash/debris.
The perimeter of the wet
detention basin
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
long.
Maintain vegetation at a height of
approximately six inches.
Permit Number:_______________________
(to be provided by DWQ)
Drainage Area Number:_________________
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4

BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or
swale
The pipe is clogged. Unclog the pipe. Dispose of the
sediment off-site.
The pipe is cracked or
otherwise damaged.
Replace the pipe.
Erosion is occurring in the
swale.
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to
a depth greater than the
original design depth for
sediment storage.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Prune according to best professional
practices
Plants are dead, diseased or
dying.
Determine the source of the
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to
a depth greater than the
original design sediment
storage depth.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
50% of the area.
Consult a professional to remove
and control the algal growth.
Cattails, phragmites or other
invasive plants cover 50% of
the basin surface.
Remove the plants by wiping them
with pesticide (do not spray).
Permit Number:_______________________
(to be provided by DWQ)
Drainage Area Number:_________________
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4

BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow
on the embankment.
Remove shrubs immediately.
Evidence of muskrat or
beaver activity is present.
Use traps to remove muskrats and
consult a professional to remove
beavers.
A tree has started to grow on
the embankment.
Consult a dam safety specialist to
remove the tree.
An annual inspection by an
appropriate professional
shows that the embankment
needs repair. (if applicable)
Make all needed repairs.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of
damage have occurred at the
outlet.
Contact the local NC Division of
Water Quality Regional Office, or
the 401 Oversight Unit at 919-733-
1786.

The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.

When the permanent pool depth reads _3.5_ feet in the main pond, the sediment
shall be removed.

When the permanent pool depth reads _2.5_ feet in the forebay, the sediment
shall be removed.

BASIN DIAGRAM
(fill in the blanks)

Permanent Pool Elevation 121.5'

Sediment Removal El. 119' Permanent Pool
Volume Sediment Removal Elevation 118' Volume
Bottom Elevation 118' 1-ft Min.
Sediment Bottom Elevation 117' 1-ft Min.
Storage Sediment
Storage
FOREBAY MAIN POND

Permit Number:_______________________
(to be provided by DWQ)

Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.

Project name:Olde Mill Stream (Phase 2)
BMP drainage area number:2

Print name: Ralph Hodge
Title: Member - Manager
Address: 2101 F Miller Road Wilson, NC 27893
Phone: [phone]
Signature:
Date:

Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.

I, _____________________________________, a Notary Public for the State of
____________________, County of ____________________, do hereby certify that
______________________________________ personally appeared before me this
day of _________________, _______, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,

SEAL

My commission expires