SW8120101_HISTORICAL FILE_20201029

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 lQ010)
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

Burd, Tina J
From: Burd, Tina J
Sent: Friday, October 30, 2020 10:08 AM
To: Prendergast CIV Talia M; [e-mail]
Subject: SW8 Camp Johnson BEQ btwn Wilson & Hoover P1319; UPO PEB (N40085-19-B-0074)
Attachments: SW8 120101 - Camp Johnson BEQ btwn Wilson & Hoover P1319 UPO PEB
(N40085.... pdf
The Wilmington Regional Office of the Division of Energy, Mineral and Land Resources (Stormwater Section) completed
their review of the Express Stormwater Permit Application for the subject project. Attached is the cover letter and
permit issued on October 29, 2020 that will be mailed separately, along with any other supporting documents.
Please direct any questions to your reviewer.
D NOT RESPOND TO TTI EMAIL
Best Regards,
Tina Burd
Administrative Associate II
Wilmington Regional Office
Division of Environmental Assistance & Customer Service
Phone [phone]
NCDEQ
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

AVOLIS ENGINEERING, PA
P.O. Box 15564 New Bern, North Carolina 28561 252.633.0068 License No, C-0706
October 12, 2020
Sw� �2o�oe
Ms. Kellie E. Norris RECEIVED
Engineer II
NCDENR - Wilmington Regional Office OCT 16 2020
127 Cardinal Drive Extension
Wilmington, NC 28405 NCDEp
WILMINGTON RO
RE: P-003 Camp Johnson NCO Academy Building, Supply Warehouse and BEQ (P-1319);
Construct UPO PEB Camp Johnson (N40085-19-B-0074)
MCB Camp Lejeune, North Carolina
AE Project No. 19021
Dear Kellie:
Enclosed, please find the following incorporating comments received in your Request for
Additional Information dated October 7, 2020:
Stormwater Permit:
• Modified Supplement - Form SW401- Wet Detention Basin (One Copy)
• Operation and Maintenance Agreement - Form STORM-EZ (One Copy)
• Operation and Maintenance Agreement - Form SW401- Wet Detention Basin O&M
(One Copy)
• Modified Stormwater Calculations (One Copy)
As requested, digital copies of the above items will also be emailed to you at
[e-mail].
Should you have any questions or need any additional information or assistance, please do not
hesitate to call.
Sincerely,

Y
STORMWATER CALCULATIONS
Construct UPO PEB Camp Johnson
MCB Camp Lejeune, North Carolina
Construction No. N40085-19-B-0074
Prepared by:
Avolis Engineering, PA
PO Box 15564
New Bern, NC 28561
[phone]
License No. C-0706
April 21, 2020
Modified October 12, 2020 - NCDEQ Comments

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Hydrograph Summary Report Page 1
Hyd.
Hydrograph
Peak
Time
Time to
Volume
Return
Inflow
Maximum
Maximum
Hydrograph
No.
type
flow
Interval
peak
period
hyd(s)
elevation
storage
description
(origin)
lots)
(min)
(min)
(cuff)
(yrs)
(ft)
(cufl)
1
SCS Runoff
25.42
1
726
92,6B2
10
----
---
------
10-YR,24HR PRE DEV
2
SCS Runoff
1.98
1
740
16,961
1
—
----
---
1-YR,24HR PRE DEVE
3
SCS Runoff
50.39
1
725
157,888
10
—
--
10-YR,24HR POST DE
4
SCS Runoff
10.32
1
726
40,178
1
--
1-YR,24HR POST DEV
5
Reservoir
9.97
1
753
116,265
10
3
10.73
66,794
10-YR 24 HR POST B
6
Reservoir
0.20
1
1439
7,578
1
4
9.95
32,611
1-YR 24 HR POST BM
ECA7=©V0=
OCT 16 2020
BY:
Proj. file: 19021 PEB CAMP JO
NADF file: NEW BERNADF
Run date: 04-21-2020

Hydrograph
Report
Page 1
English
Hyd. No. 1
10-YR,24HR PRE DEVELOPMENT
Hydrograph type
= SCS Runoff
Peak discharge
= 25.42 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 15.65 ac
Curve number
= 51
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc) = 7.2
min
Total precip.
= 6.86 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Total Volume = 92,682 cuff
Hydrograph Discharge
Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
11.57 0.29
14.77
2.13
17.97
0.93
21.17
0.66
11.67 0.86
14.87
2.08
18.07
0.91
21.27
0.65
11.77 2.12
14.97
2.03
18.17
0.89
21.37
0.65
11.87 4.29
15.07
1.98
18.27
0.89
21.47
0.64
11.97 8.61
15.17
1.93
18.37
0.88
21.57
0.63
12.07 22.87
15.27
1.87
18.47
0.87
21.67
0.62
12.17 21.85
15.37
1.82
18.57
0.86
21.77
0.61
12.27 15.04
15.47
1.76
18.67
0.86
21.87
0.60
12.37 12.52
15.57
1.71
18.77
0.85
21.97
0.60
12.47 9.50
15.67
1.65
18.87
0.84
22.07
0.93
12.57 6.30
15.77
1.60
18.97
0.83
22.17
0.78
12.67 4.93
15.87
1.54
19.07
0.83
22.27
0.62
12.77 4.58
15.97
1.48
19.17
0.82
22.37
0.61
12.87 4.23
16.07
1.42
19.27
0.81
22.47
0.61
12.97 3.86
16.17
1.39
19.37
0.80
22.57
0.60
13.07 3.51
16.27
1.37
19.47
0.80
22.67
0.60
13.17 3.33
16.37
1.34
19.57
0.79
22.77
0.59
13.27 3.24
16.47
1.32
19.67
0.78
22.87
0.58
13.37 3.16
16.57
1.29
19.77
0.77
22.97
0.58
13.47 3.07
16.67
1.27
19.87
0.77
23.07
0.57
13.57 2.98
16.77
1.24
19.97
0.76
23.17
0.56
13.67 2.88
16.87
1.22
20.07
0.75
23.27
0.56
13.77 2.79
16.97
1.19
20.17
0.74
23.37
0.55
13.87 2.69
17.07
1.17
20.27
0.73
23.47
0.55
13.97 2.58
17.17
1.14
20.37
0.73
23.57
0.54
14.07 2.48
17.27
1.12
20.47
0.72
23.67
0.53
14.17 2.42
17.37
1.09
20.57
0.71
23.77
0.53
14.27 2.37
17.47
1.06
20.67
0.70
23.87
0.52
14.37 2.33
17.57
1.04
20.77
0.69
23.97
0.51
14.47 2.28
17.67
1.01
20.87
0.69
14.57 2.23
17.77
0.99
20.97
0.68
14.67 2.18
17.87
0.96
21.07
0.67
...End
iv

TR55 Tc Worksheet
Hyd. No. 1
10-YR,24HR PRE DEVELOPMENT
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 300.0 ft
Two-year 24-hr precip. = 4.44 in
Land slope = 0.5 %
Travel Time ........................................ = 4.3 min
Shallow Concentrated Flow
Flow length = 200 ft
Watercourse slope = 0.5 %
Surface description = Unpaved
Average velocity = 1.14 ft/s
Travel Time ........................................ = 2.9 min
Channel Flow
Cross section flow area
= 0.0 sqft
Wetted perimeter
= 0.0 ft
Channel slope
= 0.0 %
Manning's n-value
= 0.015
Velocity
= 0.00 ft/s
Flow length
= 0.0 ft
TravelTime ........................................
= min
Total Travel Time, Tc ........................ = 7.2 min
Page 1

Hydrograph Report Page 1
English
Hyd. No. 2
1-YR,24HR PRE DEVELOPMENT
Hydrograph type
= SCS Runoff
Peak discharge =
1.98 cfs
Storm frequency
= 1 yrs
Time interval =
1 min
Drainage area
= 15.65 ac
Curve number =
51
Basin Slope
= 0.0 %
Hydraulic length =
0 ft
Tc method
= TR55
Time of conc. (Tc) =
7.2 min
Total precip.
= 3.80 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
Total
Volume = 16,961 cuft
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow Time -- Outflow
(hrs cfs)
(hrs cfs)
(hrs cfs) (hrs
cfs)
12.03
0.05
15.23
0.48
18.43
0.24
21.63
0.18
12.13
1.18
15.33
0.47
18.53
0.24
21.73
0.18
12.23
1.86
15.43
0.46
18.63
0.24
21.83
0.18
12.33
1.98 <<
15.53
0.45
18.73
0.24
21.93
0.17
12.43
1.78
15.63
0.43
18.83
0.24
22,03
0.22
12.53
1.32
15.73
0.42
18.93
0.23
22.13
0.25
12.63
0.98
15.83
0.41
19.03
0.23
22.23
0.18
12.73
0.92
15.93
0.39
19.13
0.23
22.33
0.18
12.83
0.88
16.03
0.38
19.23
0.23
22.43
0.18
12.93
0.82
16.13
0.37
19.33
0.23
22.53
0.18
13.03
0.76
16.23
0.36
19.43
0.23
22.63
0.17
13.13
0.72
16.33
0.36
19.53
0.22
22.73
0.17
13.23
0.71
16.43
0.35
19.63
0.22
22.83
0.17
13.33
0.70
16.53
0.35
19.73
0.22
22.93
0.17
13.43
0.69
16.63
0.34
19.83
0.22
23.03
0.17
13.53
0.68
16.73
0.34
19.93
0.22
23.13
0.17
13.63
0.67
16.83
0.33
20.03
0.21
23.23
0.16
13.73
0.65
16.93
0.32
20.13
0.21
23.33
0.16
13.83
0.63
17.03
0.32
20.23
0.21
23.43
0.16
13.93
0.62
17.13
0.31
20.33
0.21
23.53
0.16
14.03
0.60
17.23
0.31
20.43
0.21
23.63
0.16
14.13
0.58
17.33
0.30
20.53
0.20
23.73
0.16
14.23
0.58
17.43
0.29
20.63
0.20
23.83
0.15
14.33
0.57
17.53
0.29
20.73
0.20
23.93
0.15
14.43
0.56
17.63
0.28
20.83
0.20
14.53
0.55
17.73
0.27
20.93
0.20
14.63
0.54
17.83
0.27
21.03
0.19
...End
14.73
0.54
17.93
0.26
21.13
0.19
14.83
0.53
18.03
0.25
21.23
0.19
14.93
0.52
18.13
0.25
21.33
0.19
15.03
0.51
18.23
0.25
21.43
0.18
15.13
0.49
18.33
0.24
21.53
0.18

TR55 Tc Worksheet
Hyd. No. 2
1-YR,24HR PRE DEVELOPMENT
Storm frequency = 1 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 300.0 ft
Two-year 24-hr precip. = 4.44 in
Land slope = 0.5 %
Travel Time ........................................ = 4.3 min
Shallow Concentrated Flow
Flow length
= 200 ft
Watercourse slope
= 0.5 %
Surface description
= Unpaved
Average velocity
= 1.14 ft/s
Travel Time ........................................
= 2.9 min
Channel Flow
Cross section flow area
= 0.0 sqft
Wetted perimeter
= 0.0 ft
Channel slope
= 0.0 %
Manning's n-value
= 0.015
Velocity
= 0.00 ft/s
Flow length
= 0.0 ft
Travel Time ........................................
= min
Total Travel Time, Tc ........................ = 7.2 min
Page t
15

. Hydrograph Report
Hyd. No. 3
10-YR,24HR POST DEVELOPMENT
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 15.65 ac
= 0.0 %
= USER
= 6.86 in
= 24 hrs
Page 1 I
English
Peak discharge = 50.39 cfs
Time interval =
1 min
Curve number =
62
Hydraulic length =
0 ft
Time of conc. (Tc) =
5 min
Distribution =
Type III
Shape factor =
484
Total Volume = 157,888 cuft
Hydrograph Discharge Table
Time --
Outflow
Time -- Outflow
Time --
Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
10.55
0.52
13.75
4.12
16.95
1.68
20.15
1.03
10.65
0.62
13.85
3.96
17.05
1.64
20.25
1.02
10.75
0.74
13.95
3.80
17.15
1.61
20.35
1.01
10.85
0.86
14.05
3.64
17.25
1.57
20.45
0.99
10.95
0.99
14.15
3.54
17.35
1.53
20.55
0.98
11.05
1.13
14.25
3.47
17.45
1.49
20.65
0.97
11.15
1.36
14.35
3.39
17.55
1.46
20.75
0.96
11.25
1.66
14.45
3.32
17.65
1.42
20.85
0.95
11.35
2.01
14.55
3.24
17.75
1.38
20.95
0.94
11.45
2.40
14.65
3.16
17.85
1.34
21.05
0.93
11.55
2.94
14.75
3.09
17.95
1.31
21.15
0.91
11.65
4.99
14.85
3.01
18.05
1.27
21.25
0.90
11.75
8.36
14.95
2.93
18.15
1.25
21.35
0.89
11.85
12.74
15.05
2.85
18.25
1.24
21.45
0.88
11.95
19.81
15.15
2.77
18.35
1.23
21.55
0.87
12.05
46.69
15.25
2.69
18.45
1.22
21.65
0.86
12.15
38.74
15.35
2.61
18.55
1.21
21.75
0.84
12.25
24.87
15.45
2.52
18.65
1.20
21.85
0.83
12.35
20.24
15.55
2.44
18.75
1.18
21.95
0.82
12.45
15.05
15.65
2.36
18.85
1.17
22.05
1.32
12.55
9.72
15.75
2.27
18.95
1.16
22.15
1.05
12.65
7.61
15.85
2.19
19.05
1.15
22.25
0.85
12.75
7.04
15.95
2.10
19.15
1.14
22.35
0.84
12.85
6.47
16.05
2.02
19.25
1.13
22.45
0.83
12.95
5.87
16.15
1.97
19.35
1.12
22.55
0.83
13.05
5.30
16.25
1.94
19.45
1.11
22.65
0.82
13.15
5.01
16.35
1.90
19.55
1.10
22.75
0.81
13.25
4.87
16.45
1.86
19.65
1.08
22.85
0.80
13.35
4.73
16.55
1.83
19.75
1.07
22.95
0.79
13.45
4.58
16.65
1.79
19.85
1.06
23.05
0.78
13.55
4.43
16.75
1.75
19.95
1.05
23.15
0.77
13.65
4.27
16.85
1.72
20.05
1.04
23.25
0.76
Continues on next page...

16YR,24HR POST DEVELOPMENT
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
23.35 0.76
23.45 0.75
23.55 0.74
23.65 0.73
23.75 0.72
23.85 0.71
23.95 0.70
... End
Page 2 1q

Hydrograph Report
Hyd. No. 4
1-YR,24HR POST DEVELOPMENT
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
15.65 ac
= 0.0 %
= USER
= 3.65 in
_ 24 hrs
Hydrograph Discharge Table
Page 1
English
Peak discharge = 10.32 cfs
Time interval =
1 min
Curve number =
62
Hydraulic length =
0 ft
Time of conc. (Tc) =
5 min
Distribution =
Type III
Shape factor =
484
Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
Total Volume = 40,178 cuff
Time -- Outflow
(hrs cfs)
11.77
0.12
14.97
0.95
18.17
0.43
21.37
0.31
11.87
0.93
15.07
0.93
18.27
0.42
21.47
0.31
11.97
2.92
15.17
0.90
18.37
0.42
21.57
0.30
12.07
9.59
15.27
0.88
18.47
0.42
21.67
0.30
12.17
8.21
15.37
0.86
18.57
0.41
21.77
0.30
12.27
6.25
15.47
0.83
18.67
0.41
21.87
0.29
12.37
5.29
15.57
0.80
18.77
0.41
21.97
0.29
12.47
3.98
15.67
0.78
18.87
0.40
22.07
0.53
12.57
2.61
15.77
0.75
18.97
0.40
22.17
0.34
12.67
2.19
15.87
0.72
19.07
0.40
22.27
0.30
12.77
2.04
15.97
0.70
19.17
0.39
22.37
0.30
12.87
1.89
16.07
0.67
19.27
0.39
22.47
0.29
12.97
1.73
16.17
0.66
19.37
0.39
22.57
0.29
13.07
1.58
16.27
0.65
19.47
0.38
22.67
0.29
13.17
1.52
16.37
0.64
19.57
0.38
22.77
0.29
13.27
1.48
16.47
0.62
19.67
0.38
22.87
0.28
13.37
1.45
16.57
0.61
19.77
0.37
22.97
0.28
13.47
1.41
16.67
0.60
19.87
0.37
23.07
0.28
13.57
1.37
16.77
0.59
19.97
0.36
23.17
0.27
13.67
1.33
16.87
0.58
20.07
0.36
23.27
0.27
13.77
1.28
16.97
0.57
20.17
0.36
23.37
0.27
13.87
1.24
17.07
0.56
20.27
0.35
23.47
0.26
13.97
1.19
17.17
0.54
20.37
0.35
23.57
0.26
14.07
1.15
17.27
0.53
20.47
0.35
23.67
0.26
14.17
1.12
17.37
0.52
20.57
0.34
23.77
0.26
14.27
1.11
17.47
0.51
20.67
0.34
23.87
0.25
14.37
1.08
17.57
0.49
20.77
0.33
23.97
0.25
14.47
1.06
17.67
0.48
20.87
0.33
14.57
1.04
17.77
0.47
20.97
0.33
14.67
1.02
17.87
0.46
21.07
0.32
...End
14.77
1.00
17.97
0.44
21.17
0.32
14.87
0.98
18.07
0.43
21.27
0.32

Hydrograph Report Page,
Hyd. No. 5
10-YR 24 HR POST BMP
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time interval
Inflow hyd. No.
= 3
Reservoir name
Max. Elevation
= 10.73 ft
Max. Storage
English
= 9.97 cfs
= 1 min
= POND A MODIFIED
= 66,794 cuft
stomps mdicaaon method used.
Total Volume = 116,265 cult
Hydrograph Discharge
Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B
Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs
cfs cfs cfs
11.90
15.36
9.50
0.87
0.12
----- ----- -----
-----
----- ----- 0.12
12.00
31.38
9.70
1.71
0.16
----- ----- -----
-----
----- ----- 0.16
12.10
49.27
10.09
3.58
0.22
---- ----- 0.25
-----
----- ----- 0.47
12.20
29.10
10.40
4.67
0.26
----- ----- 2.76
-----
----- ----- 3.02
12.30
22.62
10.57
4.85
0.27
----- ----- 4.86
0.77
----- 5.59
12.40
17.71
10.67
5.39
0.28
----- ----- 6.35
2.69
----- ----- 8.37
12.50
12.28
10.72
5.72
0.29
----- ----- 7.05
3.81
----- ----- 9.82
12.60
8.21
10.72
5.72
0.29
----- ----- 7.05
3.81
----- ----- 9.82
12.70
7.32
10.71
5.62
0.29
----- ----- 6.81
3.39
----- ----- 9.30
12.80
6.76
10.69
5.51
0.29
----- ----- 6.57
3.01
----- ----- 8.81
12.90
6.17
10.67
5.38
0.28
----- ----- 6.33
2.66
----- ----- 8.32
13.00
5.57
10.66
5.24
0.28
----- ----- 6.07
2.29
----- ----- 7.81
13.10
5.11
10.64
5.11
0.28
----- ----- 5.81
1.91
----- ----- 7.30
13.20
4.94
10.62
4.98
0.28
----- ----- 5.58
1.56
----- ----- 6.83
13.30
4.80
10.61
4.88
0.28
----- ----- 5.37
1.27
----- ----- 6.42
13.40
4.65
10.59
4.84
0.28
----- ----- 5.20
1.07
----- ----- 6.12
13.50
4.50
10.58
4.84
0.28
----- ----- 5.05
0.93
----- ----- 5.89
13.60
4.35
10.57
4.85
0.27
---- ---- 4.91
0.81
---- -- 5.67
13.70
4.19
10.56
4.86
0.27
----- ----- 4.77
0.69
----- ----- 5.46
13.80
4.04
10.55
4.86
0.27
----- ----- 4.64
0.57
----- ----- 5.26
13.90
3.88
10.54
4.87
0.27
----- ----- 4.51
0.46
----- 5.06
14.00
3.72
10.53
4.87
0.27
----- ----- 4.39
0.36
----- ----- 4.87
14.10
3.58
10.52
4.88
0.27
----- ----- 4.27
0.25
----- 4.69
14.20
3.50
10.51
4.88
0.27
----- ----- 4.15
0.15
----- ----- 4.51
14.30
3.43
10.51
4.89
0.27
----- ----- 4.05
0.06
----- 4.36
14.40
3.35
10.50
4.89
0.27
----- ----- 3.96
0.00
----- ----- 4.22
14.50
3.28
10.49
4.87
0.27
----- ----- 3.88
0.00
----- ----- 4.14
14.60
3.20
10.48
4.86
0.27
----- ----- 3.79
0.00
----- ----- 4.06
14.70
3.13
10.48
4.84
0.26
----- ----- 3.71
0.00
----- 3.98
14.80
3.05
10.47
4.83
0.26
----- ----- 3.63
0.00
----- ----- 3.89
14.90
2.97
10.46
4.81
0.26
- - 3.55
0.00
-- - 3.81
15.00
2.89
10.46
4.80
0.26
----- ----- 3.47
0.00
----- ----- 3.73
15.10
2.81
10.45
4.78
0.26
----- ----- 3.39
0.00
----- 3.65
15.20
2.73
10.44
4.77
0.26
----- ----- 3.31
0.00
----- 3.57
15.30
2.65
10.44
4.75
0.26
----- ----- 3.23
0.00
----- ----- 3.49
15.40
2.56
10.43
4.74
0.26
----- ----- 3.15
0.00
----- ----- 3.41
Continues on next page

10-YR 24 HR POST BMP
Page 2
Hydrograph
Discharge
Table
"
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B
Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs
cfs cfs cfs
15.50
2.48
10.42
4.72
0.26
----- ----- 3.07
0.00
----- ----- 3.32
15.60
2.40
10.42
4.71
0.26
----- ----- 2.98
0.00
----- ----- 3.24
15.70
2.32
10.41
4.69
0.26
----- ----- 2.90
0.00
----- ----- 3.16
15.80
2.23
10.40
4.68
0.26
----- ----- 2.82
0.00
----- ----- 3.08
15.90
2.15
10.40
4.66
0.26
----- ----- 2.75
-----
----- ----- 3.00
16.00
2.06
10.39
4.64
0.25
----- ----- 2.68
-----
----- ----- 2.93
16.10
1.99
10.38
4.62
0.25
----- ----- 2.60
-----
----- ----- 2.86
16.20
1.95
10.37
4.61
0.25
----- ----- 2.53
-----
----- ----- 2.79
16.30
1.92
10.37
4.59
0.25
----- ----- 2.46
-----
----- ----- 2.72
16.40
1.88
10.36
4.57
0.25
----- ----- 2.40
-----
----- ----- 2.65
16.50
1.85
10.35
4.55
0.25
----- ----- 2.33
-----
----- - 2.59
16.60
1.81
10.35
4.54
0.25
----- ----- 2.27
-----
----- ----- 2.52
16.70
1.77
10.34
4.52
0.25
----- ----- 2.21
-----
----- ----- 2.46
16.80
1.74
10.34
4.51
0.25
----- ---- 2.16
-----
----- ----- 2.41
16.90
1.70
10.33
4.49
0.25
----- ----- 2.10
-----
----- ----- 2.35
17.00
1.66
10.33
4.48
0.25
----- ----- 2.05
-----
----- ----- 2.30
17.10
1.63
10.32
4.47
0.25
----- ----- 2.00
-----
----- ----- 2.24
17.20
1.59
10.32
4.45
0.25
----- ----- 1.94
-----
----- ----- 2.19
17.30
1.55
10.31
4.44
0.25
----- ----- 1.89
-----
----- ----- 2.14
17.40
1.51
10.31
4.43
0.25
----- ----- 1.85
-----
----- ----- 2.09
17.50
1.48
10.30
4.42
0.25
----- ----- 1.80
-----
----- ----- 2.04
17.60
1.44
10.30
4.40
0.24
----- ----- 1.75
-----
----- ----- 2.00
17.70
1.40
10.29
4.39
0.24
----- ----- 1.71
-----
----- ----- 1.96
17.80
1.36
10.29
4.37
0.24
----- ----- 1.68
-----
----- ----- 1.92
17.90
1.32
10.28
4.35
0.24
----- ----- 1.64
-----
----- ----- 1.88
18.00
1.29
10.28
4.34
0.24
----- ----- 1.60
-----
----- ----- 1.84
18.10
1.26
10.28
4.32
0.24
----- ----- 1.56
-----
----- 1.80
18.20
1.24
10.27
4.31
0.24
----- ----- 1.52
-----
----- ----- 1.76
18.30
1.23
10.27
4.29
0.24
----- ----- 1.49
-----
----- ----- 1.73
18.40
1.22
10.26
4.28
0.24
----- ----- 1.45
-----
----- ----- 1.69
18.50
1.21
10.26
4.26
0.24
----- ----- 1.42
-----
----- ----- 1.66
18.60
1.20
10.26
4.25
0.24
----- ----- 1.39
-----
----- ----- 1.63
18.70
1.19
10.25
4.24
0.24
----- ----- 1.36
-----
----- 1.60
18.80
1.18
10.25
4.23
0.24
----- ----- 1.33
-----
----- ----- 1.57
18.90
1.17
10.25
4.21
0.24
----- ----- 1.31
-----
----- 1.54
19.00
1.16
10.24
4.20
0.24
----- ----- 1.28
-----
----- ----- 1.52
19.10
1.15
10.24
4.19
0.24
----- ----- 1.26
-----
----- ----- 1.49
19.20
1.13
10.24
4.18
0.24
----- ----- 1.23
-----
----- 1.47
19.30
1.12
10.23
4.17
0.24
----- ----- 1.21
-----
----- ----- 1.45
19.40
1.11
10.23
4.16
0.24 •
----- ----- 1.19
-----
----- ----- 1.42
19.50
1.10
10.23
4.16
0.24 '
----- ----- 1.16
-----
----- ----- 1.40
19.60
1.09
10.23
4.15
0.24
----- ----- 1.14
-----
----- ----- 1.38
19.70
1.08
10.23
4.14
0.24
----- ----- 1.12
-----
----- ----- 1.36
19.80
1.07
10.22
4.13
0.24
----- ----- 1.10
-----
----- ----- 1.34
19.90
1.06
10.22
4.12
0.24
----- ----- 1.09
-----
----- ----- 1.32
20.00
1.05
10.22
4.11
0.24
----- ----- 1.07
-----
----- ----- 1.30
20.10
1.03
10.22
4.11
0.24
----- ----- 1.05
-----
----- ----- 1.29
20.20
1.02
10.21
4.10
0.24
----- ----- 1.03
-----
----- 1.27
20.30
1.01
10.21
4.09
0.23
----- ----- 1.02
-----
----- ----- 1.25
Continues on next page...

10-YR 24 HR POST BMP Page 3
Hydrograph Discharge Table -q
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cis cfs
cis cis cfs cfs cfs
cis
20.40
1.00
10.21
4.09
0.23 -----
----- 1.00 ----- ----- -----
1.23
20.50
0.99
10.21
4.08
0.23 -----
----- 0.98 ----- ----- -----
1.22
20.60
0.98
10.21
4.07
0.23 -----
----- 0.97 ----- ----- -----
1.20
20.70
0.97
10.20
4.07
0.23 -----
----- 0.95 ----- ----- -----
1.19
20.80
0.95
10.20
4.06
0.23 -----
----- 0.94 ----- ----- --
1.17
20.90
0.94
10.20
4.05
0.23 -----
----- 0.92 ----- ----- -----
1.15
21.00
0.93
10.20
4.05
0.23 -----
----- 0.91 ----- ----- -----
1.14
21.10
0.92
10.20
4.04
0.23 -----
----- 0.90 ----- ----- -----
1.13
21.20
0.91
10.20
4.03
0.23 -----
----- 0.89 ----- ----- -----
1.12
21.30
0.90
10.19
4.02
0.23 -----
----- 0.87 ----- ----- -----
1.11
21.40
0.88
10.19
4.02
0.23 ----
----- 0.86 ----- ----- -----
1.10
21.50
0.87
10.19
4.01
0.23 -----
----- 0.85 ----- ----- -----
1.08
21.60
0.86
10.19
4.00
0.23 -----
----- 0.84 ----- ----- -----
1.07
21.70
0.85
10.19
3.99
0.23 -----
---- 0.83 ---- ----- -
1.08
21.80
0.84
10.19
3.99
0.23 -----
----- 0.82 ----- ----- -----
1.05
21.90
0.83
10.18
3.98
0.23 -----
----- 0.81 ----- ----- -----
1.04
22.00
0.81
10.18
3.97
0.23 -----
----- 0.80 ----- ----- -----
1.03
22.10
1.32
10.18
3.98
0.23 -----
----- 0.81 ----- ----- -----
1.04
22.20
0.86
10.18
3.98
0.23 -----
----- 0.81 ----- ----- ---
1.04
22.30
0.85
10.18
3.97
0.23 -----
----- 0.80 ----- ----- -----
1.03
22.40
0.84
10.18
3.97
0.23 -----
----- 0.79 ----- ----- -----
1.02
22.50
0.83
10.18
3.96
0.23 -----
----- 0.78 ----- ----- -----
1.01
22.60
0.82
10.18
3.95
0.23 -----
----- 0.77 ----- ----- -----
1.00
22.70
0.81
10.18
3.95
0.23 -----
----- 0.76 ----- ----- -----
0.99
22.80
0.80
10.18
3.94
0.23 -----
----- 0.75 ----- ----- -----
0.98
22.90
0.80
10.17
3.93
0.23 -----
----- 0.74 ----- ----- -----
0.97
23.00
0.79
10.17
3.93
0.23 -----
----- 0.73 ----- ----- -----
0.96
23.10
0.78
10.17
3.92
0.23 -----
----- 0.72 ----- ----- -----
0.95
23.20
0.77
10.17
3.91
0.23 -----
----- 0.71 ----- ----- -----
0.94
23.30
0.76
10.17
3.91
0.23 -----
----- 0.71 ----- ----- -----
0.93
23.40
0.75
10.17
3.90
0.23 -----
----- 0.70 ----- ----- -----
0.93
23.50
0.74
10.17
3.89
0.23 -----
----- 0.69 ----- ----- -----
0.92
23.60
0.73
10.16
3.89
0.23 -----
----- 0.68 ----- ----- -----
0.91
23.70
0.72
10.16
3.88
0.23 -----
----- 0.67 ----- ----- -----
0.90
23.80
0.72
10.16
3.88
0.23 -----
----- 0.66 ----- ----- -----
0.89
23.90
0.71
10.16
3.87
0.23 -----
----- 0.65 ----- ----- -----
0.88
24.00
0.00
10.16
3.86
0.23 -----
----- 0.64 ----- ----- -----
0.87

Hydrograph Report
Hyd. No. 6
1-YR 24 HR POST BMP
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 4
Max. Elevation = 9.95 ft
Page 1
English
Peak discharge = 0.20 cfs
Time interval = 1 min
Reservoir name = POND A MODIFIED
Max. Storage = 32,611 cuft
Stomp Indiwdon memos used. Total Volume = 7,575 tuft
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs cfs cfs cfs cfs
12.10
10.32 <<
9.21
0.08
0.00
----- ----- ----- ----- ----- ----- 0.00
12.20
7.16
9.29
0.23
0.01
----- ----- ----- ----- ----- ----- 0.01
12.30
5.98
9.35
0.37
0.04
----- ----- ----- ----- ----- --- 0.04
12.40
4.89
9.40
0.53
0.07
----- ----- ----- ----- ----- ---- 0.07
12.50
3.48
9.44
0.66
0.09
- - ----- ----- 0.09
12.60
2.37
9.47
0.75
0.11
----- ----- ----- ----- ----- ----- 0.11
12.70
2.14
9.49
0.83
0.11
----- ----- ----- ----- ----- --- 0.11
12.80
2.00
9.50
0.89
0.12
----- ----- ----- ----- ----- 0.12
12.90
1.84
9.52
0.95
0.13
----- ----- ----- ----- ---- ----- 0.13
13.00
1.67
9.54
1.01
0.13
----- ----- ----- ----- ----- ----- 0.13
13.10
1.55
9.55
1.06
0.13
----- ----- ----- ----- ----- ----- 0.13
13.20
1.51
9.56
1.12
0.14
----- ----- ----- ----- ----- 0.14
13.30
1.47
9.58
1.17
0.14
----- ----- ----- ----- ---- 0.14
13.40
1.43
9.59
1.23
0.14
----- ----- ----- ----- ----- ----- 0.14
13.50
1.39
9.60
1.28
0.14
----- ----- ----- ----- ----- 0.14
13.60
1.35
9.61
1.33
0.15
----- ----- ----- ----- ----- ----- 0.15
13.70
1.31
9.62
1.38
0.15
----- ----- ----- ----- ----- ----- 0.15
13.80
1.27
9.63
1.43
0.15
- - - - - -- 0.15
13.90
1.22
9.64
1.47
0.15
----- ----- ----- ----- ----- --- 0.15
14.00
1.18
9.65
1.52
0.15
----- ----- ----- ----- ----- ----- 0.15
14.10
1.14
9.66
1.56
0.16
----- ----- ----- ----- ----- 0.16
14.20
1.12,
9.67
1.60
0.16
----- ----- ----- ----- ----- ----- 0.16
14.30
1.10
9.68
1.64
0.16
----- ----- ----- ----- ----- 0.16
14.40
1.08
9.69
1.68
0.16
----- ----- ----- ----- ----- ----- 0.16
14.50
1.06
9.70
1.72
0.16
----- ----- ----- ----- ----- 0.16
14.60
1.04
9.71
1.76
0.16
----- ----- ----- ----- ----- ----- 0.16
14.70
1.01
9.71
1.80
0.17
----- ----- ----- ----- -- - ----- 0.17
14.80
0.99
9.72
1.84
0.17
----- ----- ----- ----- ----- ----- 0.17
14.90
0.97
9.73
1.87
0.17
----- ----- ----- ----- ----- ----- 0.17
15.00
0.94
9.74
1.90
0.17
----- ----- ----- ----- ----- ----- 0.17
15.10
0.92
9.74
1.94
0.17
--- - -- - ----- 0.17
15.20
0.90
9.75
1.97
0.17
----- ----- ----- ----- ----- ----- 0.17
15.30
0.87
9.76
2.00
0.17
----- ----- ----- ----- ----- - 0.17
15.40
0.85
9.76
2.03
0.17
----- ----- ----- ----- ----- - 0.17
15.50
0.82
9.77
2.05
0.17
----- ----- ----- ----- ----- - 0.17
15.60
0.80
9.78
2.08
0.18
----- ----- ----- ----- ----- ----- 0.18
Continues on next page...

.. 1-YR 24 HR POST BMP
Hydrograph Discharge Table
Page 2 9>
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cfs cfs
cfs cfs cfs cfs cfs cfs
15.70
0.77
9.78
2.11
0.18 -----
----- ----- ----- ----- ----- 0.18
15.80
0.74
9.79
2.13
0.18 -----
----- ----- ----- ----- ----- 0.18
15.90
0.72
9.79
2.15
0.18 -----
----- ----- ----- ----- ----- 0.18
16.00
0.69
9.80
2.18
0.18 -----
----- ----- ----- ----- ----- 0.18
16.10
0.67
9.80
2.20
0.18 ----
----- ----- ----- ----- ----- 0.18
16.20
0.65
9.81
2.22
0.18 -----
----- ----- ----- ----- ----- 0.18
16.30
0.64
9.81
2.24
0.18 -----
----- ----- ----- ----- ----- 0.18
16.40
0.63
9.82
2.26
0.18 -----
----- ----- ----- ----- ----- 0.18
16.50
0.62
9.82
2.27
0.18 -----
----- ----- ----- ----- ----- 0.18
16.60
0.61
9.82
2.30
0.18 -----
----- ----- ----- ----- ----- 0.18
16.70
0.60
9.83
2.32
0.18 -----
----- ----- ----- ----- ----- 0.18
16.80
0.59
9.83
2.35
0.18 -----
----- ----- ----- ----- ----- 0.18
16.90
0.58
9.83
2.37
0.18 -----
----- ----- ----- ----- ----- 0.18
17.00
0.56
9.84
2.39
0.18 -----
---- ----- ----- ----- ---- 0.18
17.10
0.55
9.84
2.41
0.19 -----
----- ----- ----- ----- ----- 0.19
17.20
0.54
9.85
2.43
0.19 -----
----- ----- ----- ----- 0.19
17.30
0.53
9.85
2.45
0.19 -----
----- ----- ----- ----- ----- 0.19
17.40
0.52
9.85
2.47
0.19 -----
----- ----- ----- ----- ----- 0.19
17.50
0.50
9.85
2.49
0.19 -----
----- ----- ----- ----- - 0.19
17.60
0.49
9.86
2.51
0.19 -----
----- ----- ----- ----- - 0.19
17.70
0.48
9.86
2.52
0.19 -----
----- ----- ----- ----- ----- 0.19
17.80
0.47
9.86
2.54
0.19 -----
----- ----- ----- ----- 0.19
17.90
0.45
9.87
2.56
0.19 -----
----- ----- ----- ----- --••• 0.19
18.00
0.44
9.87
2.57
0.19 -----
----- ----- ----- ----- ----- 0.19
18.10
0.43
9.87
2.58
0.19 -----
----- ----- ----- ----- 0.19
18.20
0.43
9.87
2.60
0.19 -----
----- ----- ----- ----- ----- 0.19
18.30
0.42
9.87
2.61
0.19 -----
----- ----- ----- ----- ----- 0.19
18.40
0.42
9.88
2.62
0.19 -----
----- ----- ----- ----- ----- 0.19
18.50
0.42
9.88
2.64
0.19 -----
----- ----- ----- ----- ----- 0.19
18.60
0.41
9.88
2.65
0.19 -----
----- ----- ----- ----- ----- 0.19
18.70
0.41
9.88
2.66
0.19 -----
----- ----- ----- ----- ----- 0.19
18.80
0.41
9.88
2.67
0.19 -----
----- ----- ----- ----- ----- 0.19
18.90
0.40
9.89
2.69
0.19 -----
----- ----- -•••• ----- 0.19
19.00
0.40
9.89
2.70
0.19 -----
----- ----- ----- ----- ----- 0.19
19.10
0.40
9.89
2.71
0.19 -----
----- ----- ----- ----- 0.19
19.20
0.39
9.89
2.72
0.19 -----
----- ----- ----- ----- ----- 0.19
19.30
0.39
9.89
2.73
0.19 -----
----- ----- ----- ----- 0.19
19.40
0.39
9.90
2.74
0.19 -----
----- ----- ----- ----- ----- 0.19
19.50
0.38
9.90
2.76
0.19 -----
----- ----- ----- ----- 0.19
19.60
0.38
9.90
2.77
0.19 -----
----- ----- ----- ----- ----- 0.19
19.70
0.37
9.90
2.78
0.19 -----
----- ----- ----- ----- ----- 0.19
19.80
0.37
9.90
2.79
0.19 -----
----- ----- ----- ----- ----- 0.19
19.90
0.37
9.90
2.80
0.19 -----
----- ----- ----- ----- ----- 0.19
20.00
0.36
9.91
2.81
0.20 -----
----- ----- ----- ----- ----- 0.20
20.10
0.36
9.91
2.82
0.20 -----
----- ----- ----- ----- ----- 0.20
20.20
0.36
9.91
2.82
0.20 -----
----- ----- ----- ----- 0.20
20.30
0.35
9.91
2.83
0.20 -----
----- ----- ----- ----- 0.20
20.40
0.35
9.91
2.84
0.20 -----
----- ----- ----- ----- ----- 0.20
20.50
0.34
9.91
2.84
0.20 -----
----- ----- ----- ----- ----- 0.20
Continues on next page...

.. 1-YR 24 HR POST BMP Page 3
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs
cfs
20.60
0.34
9.92
2.85
0.20 ----- ----- ----- ----- ----- -----
0.20
20.70
0.34
9.92
2.86
0.20 ----- ----- ----- ----- ----- -----
0.20
20.80
0.33
9.92
2.86
0.20 ----- ----- ----- ----- ----- -----
0.20
20.90
0.33
9.92
2.87
0.20 ----- ----- ----- ----- ----- -----
0.20
21.00
0.33
9.92
2.87
0.20 ----- ----- ----- ----- ----- -----
0.20
21.10
0.32
9.92
2.88
0.20 ----- ----- ----- ----- ----- -----
0.20
21.20
0.32
9.92
2.88
0.20 ----- ----- ----- ----- ----- -----
0.20
21.30
0.31
9.92
2.89
0.20 ----- ----- ----- ----- ----- -----
0.20
21.40
0.31
9.92
2.89
0.20 ----- ----- ----- ----- ----- -----
0.20
21.50
0.31
9.93
2.90
0.20 ----- ----- ----- ----- ----- -----
0.20
21.60
0.30
9.93
2.90
0.20 ----- ----- ----- ----- -----
0.20
21.70
0.30
9.93
2.91
0.20 ----- ----- ----- ----- ----- -----
0.20
21.80
0.29
9.93
2.91
0.20 ----- ----- ----- ----- ----- -----
0.20
21.90
0.29
9.93
2.92
0.20 ----- ----- ----- ----- ----- -----
0.20
22.00
0.29
9.93
2.92
0.20 ----- ----- ----- ----- ----- -----
0.20
22.10
0.46
9.93
2.93
0.20 ----- ----- ----- ----- ----- -----
0.20
22.20
0.30
9.93
2.94
0.20 ----- ----- ----- ----- ----- -----
0.20
22.30
0.30
9.94
2.94
0.20 ----- ----- ----- ----- ----- -----
0.20
22.40
0.30
9.94
2.94
0.20 ----- ----- ---- ----- ----- -----
0.20
22.50
0.29
9.94
2.95
0.20 ----- ----- ----- ----- ----- -
0.20
22.60
0.29
9.94
2.95
0.20 ----- ----- ----- ----- ----- -
0.20
22.70
0.29
9.94
2.96
0.20 ----- ----- ----- ----- ----- -----
0.20
22.80
0.28
9.94
2.96
0.20 ----- ----- ----- ----- ----- -----
0.20
22.90
0.28
9.94
2.96
0.20 ----- ----- ----- ----- ----- -----
0.20
23.00
0.28
9.94
2.97
0.20 ----- ----- ----- ----- ----- -----
0.20
23.10
0.28
9.94
2.97
0.20 ----- ----- ----- ----- ----- -----
0.20
23.20
0.27
9.94
2.97
0.20 ----- ----- ----- ----- ----- -----
0.20
23.30
0.27
9.94
2.98
0.20 ----- ----- ----- ----- ----- -----
0.20
23.40
0.27
9.94
2.98
0.20 ----- ----- ----- ----- ----- -----
0.20
23.50
0.26
9.94
2.98
0.20 ----- ----- ----- ----- ----- -----
0.20
23.60
0.26
9.94
2.98
0.20 ----- ----- ----- ----- ----- -
0.20
23.70
0.26
9.95
2.99
0.20 ----- ----- ----- ----- -----
0.20
23.80
0.25
9.95
2.99
020 ----- ----- ----- ----- -----
0.20
23.90
0.25
9.95
2.99
0.20 ----- ----- ----- ----- ----- -----
0.20
24.00
0.00
9.95
2.99
0.20 ----- ----- ----- ----- ----- -----
0.20
End

'Reservoir Report
Reservoir No. 1 - POND A MODIFIED OUTLET
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
Contour area
Incr. Storage
Total storage
ft ft .
sgft
cuft
cuft
0.00 9.10
36,262
0
0
0.90 10.00
40,752
34,656
34,656
1.90 11.00
47,767
44,260
78,916
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise in
= 18.0
3.0
0.0
0.0
Span in
= 18.0
3.0
0.0
0.0
No. Barrels
= 1
1
0
0
Invert El. ft
= 9.10
9.10
0.00
0.00
Length ft
= 60.0
0.1
0.0
0.0
Slope %
= 0.50
1.00
0.00
0.00
N-Value
= .013
.013
.013
.000
Orif. Coeff.
= 0.60
0.60
0.60
0.00
Multistage
= -----
No
No
No
Stage / Storage / Discharge Table
Weir Structures
Page 1
English J
Y4 1
r Do Flu
[A][B]
[C]
[D]
Crest Len ft
= 4.0
12.0
0.0
0.0
Crest El. ft
= 10.02
10.50
0.00
0.00
Weir Coeff.
= 3.00
3.00
0.00
0.00
Eqn. Exp.
= 1.50
1.50
0.00
0.00
Multi -Stage
= Yes
No
No
No
Tailwater Elevation = 0.00 ft
Now All outllo have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
9.10
0.00
0.00 ---
--- 0.00
0.00 ---
--- 0.00
0.09
3,466
9.19
0.05
0.00 ---
--- 0.00
0.00 ---
0.00
0.18
6,931
9.28
0.20
0.01 ---
--- 0.00
0.00 ---
--- 0.01
0.27
10,397
9.37
0.41
0.05 ---
--- 0.00
0.00 ---
--- 0.05
0.36
13,863
9.46
0.73
0.11 ---
--- 0.00
0.00 ---
0.11
0.45
17,328
9.55
1.06
0.13 ---
--- 0.00
0.00 ---
-- 0.13
0.54
20,794
9.64
1.46
0.15 ---
--- 0.00
0.00 ---
--- 0.15
0.63
24,259
9.73
1.87
0.17 ---
--- 0.00
0.00 ---
--- 0.17
0.72
27,725
9.82
2.28
0.18 ---
--- 0.00
0.00 ---
0.18
0.81
31,191
9.91
2.83
0.20 ---
-- 0.00
0.00 ---
--- 0.20
0.90
34,656
10.00
3.23
0.21 ---
--- 0.00
0.00 ---
--- 0.21
Continues on next page...

• • POND A MODIFIED OUTLET
Page 2
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B
Wr C Wr D Discharge
ft
cuft
ft
cfs
cfs
cfs cfs cfs
cfs
cfs cfs cfs
1.00
39,082
10.10
3.60
0.22
--- --- 0.27
0.00
--- --- 0.49
1.10
43,508
10.20
4.05
0.23
--- --- 0.91
0.00
--- --- 1.14
1.20
47,934
10.30
4.41
0.25
--- --- 1.77
0.00
--- --- 2.01
1.30
52,360
10.40
4.67
0.26
--- --- 2.80
0.00
--- --- 3.06
1.40
56,786
10.50
4.89
0.27
--- --- 3.98
0.00
--- --- 4.25
1.50
61,212
10.60
4.83
0.28
--- --- 5.29
1.14
--- --- 6.25
1.60
65,638
10.70
5.58
0.29
--- --- 6.71
3.22
--- --- 9.09
1.70
70,064
10.80
6.24
0.30
--- --- 8.25
5.92
--- --- 12.45
1.80
74,490
10.90
6.83
0.31
--- --- 9.89
9.11
--- --- 16.25
1.90
78,916
11.00
7.38
0.31
--- --- 11.62
12.73
--- --- 20.42
...End
n

tr

SWALE #1
Worksheet for Triangular Channel
Project Description
Worksheet
SWALE #1 (SOUTH
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings CoeKc
0.030
Slope 002000 ftM
Left Side Slope
5.00 H : V
Right Side Slope
5.00 H : V
Discharge
3.61 cfs
Results
Depth
0,78 ft
Flow Area
3.1 ft2
Wetted Perim(
8.00 it
Top Width
7.85 ft
Critical Depth
0.50 ft
Critical Slope 0.021318 ftfft
Velocity
1.17 ft(s
Velocity Head
0.02 ft
Speck EnerE
0.81 it
Froude Numb,
0.33
Flow Type Subcritical
w�-pis . fir. acpdol�0�1
�r-v-�ev�-tom
Project Engineer: Joseph C. Avolis
c:thaestadUmwt19021 peb camp johnson.fm2 avolis engineering, pa FlowMaster v6.0 [614e]
0421/20 12:35:18 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 USA [phone] Page 1 of i

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Page 1 of 2
Avolis Engineering, P.A.
From: "Hall, Christine" <[e-mail]>
Date: Wednesday, March 25, 2020 5:10 PM
To: "Avolis Engineering, P.A." <[e-mail]>
Cc: "Talia Barraco" <[e-mail]>
Subject: RE: [External] SW8 120101 - Camp Johnson NCO Academy, Camp Lejeune (UPO PEB Camp Johnson)
Kevin,
Great question. As long as the SCM size is not increasing, the original design standards from 2009-2016 may still be used.
However, since there is an increase in DA, that additional area would be subject to 2017 rules. This isn't a big change on this
project since its design storm is already at 1.5". You'll just need to provide updated calculations reflecting this change. We'd be
looking for calcs to document the change such as: the new min required volume based on the new site condition, the new
SA/DA ratio (based on the SA/DA tables in place when it was approved), and the resulting min required surface area. This
change will also need to be documented on an updated supplement (the archived supplements should be available under the
design manual website) and hopefully an updated DA table for this SCM.
Let me know if you have any more questions!
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hallCa ncdenr.00v
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Avolis Engineering, P.A. [mailto:[e-mail]]
Sent: Wednesday, March 25, 2020 11:56 AM
To: Hall, Christine <[e-mail]>
Cc: Talia Barraco <[e-mail]>
Subject: [External] SW8 120101 - Camp Johnson NCO Academy, Camp Lejeune (UPO FEB Camp Johnson)
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
report. spa [e-mail]
Christine:
Hope all is well with you.
I am working on a modification to the referenced permit. The permit includes an allocation for future BUA for sub
drainage Basin "A" of 43,072 SF. Basin "A" is treated by Pond "A". I am proposing to expand the drainage basin to
incorporate the new project and utilize the future allocation to offset the new BUA (approximately 12,188 SF).
lnL tnn�n

Page 2 of 2
'My question —the original Pond "A" was designed utilizing the 2009 — 2016 Design Manual. In re-evaluating the basin
with the expanded drainage area, can I use the 2009 — 2016 Design Manual methods and tables since I am utilizing
part of the "future" BUA allocation contained in the original design?
Thanks for your input!
Kevin Avolis, PE
Avolis Engineering, PA
252.633.0068
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ECEBVE
OCT 16 2020
BY..

STORMWATER NARRATIVE
CAMP JOHNSON NCO ACADEMY, SUPPLY WAREHOUSE AND BEQ
CONSTRUCT UPO PEB, CAMP JOHNSON (CONTRACT #N40085-19-B-0074)
Stormwater permit SW8 120101 was issued associated with the construction of the Camp Johson NCO
Academy, Supply Warehouse and BEQ in January 2012. The permit was prepared, reviewed and issued
under the 2009-2016 Rules. The permit has multiple modifications with the last modification being
issued on June 23, 2015. Marine Corps Base Camp Lejeune is proposing to construct a new pre-
engineered building on the north side of Vigilant Way in the general area of the permit boundary of SW8
120101. The proposed project will create in excess of 10,000 SF of impermeable area; therefore, the
stormwater runoff from the project must be captured and treated to satisfy the Coastal Stormwater
Regulations. To satisfy the Rules, it proposed that the runoff from the project be captured and routed to
Stormwater Pond "A" constructed under permit SW8 120101. In the current permit, Pond "A" has a
future BUA allocation of 43,072 SF. It is proposed that a portion of this future allocation be utilized for
this project. The existing Drainage Area "A" will be expanded as a part of the permit modification to
incorporate the limits of the new construction.
Specifically, this project will establish 12,188 SF of new impermeable area. The existing Drainage Basin
"A" will be expanded by 25,846 SF, 0.59 acres. Runoff from the new development will be collected in
perimeter swales and will be directed to the roadside swale along Vigilant Way which discharges
through an existing storm drain beneath Vigilant Way and discharges to Pond "A." Stormwater Pond "A"
was analyzed utilizing the expanded Drainage area and was found to be sufficiently sized to treat the
increased runoff with minor modifications. In order to contain the 1.5 inch runoff volume, the pond
outlet structure requires modification. Specifically, the overflow elevation (weir) needs to be elevated
%-inch (0.021 feet) to retain an additional 106 cubic feet of volume associated with the additional
drainage basin area. A X-inch plate is proposed to be affixed to the outlet structure to elevate the weir
elevation from 10.0' to 10.021'. An as -built survey of Pond "A" was reviewed in the DEQ files.
Conditions presented on the as -built drawings were utilized in the calculations for this proposed
modification.
A modification to the existing stormwater permit is being sought. Specifically, a total of 12,188 SF of
"future" allocation is being utilized and allocated to the "building" and "parking" categories of the
impermeable summary. Additionally, the Drainage Area "A" is being increased by 25,846 SF.
The project drains to Northeast Creek which has a Surface Water Classification of SC, NSW and a Stream
index 19-16-(4.5). No wetlands or surface waters exist within the project area. A total of 0.86 acres of
land will be impacted by the proposed project.
ECEI` E-)'
SEP 17 20M
BY

AVOLIS ENGINEERING, PA
P.O. Box 15564 New Bern, North Carolina 28561
September 17, 2020
Mr. Cameron Weaver
Environmental Assistant Coordinator
NCDENR - Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
252.633.0068 License No. C-0706
RECEIVED
SEP 18 2020
NCDEQ
WILMINGTON RO
RE: P-003 Camp Johnson NCO Academy Building, Supply Warehouse and BEQ (P-1319);
Construct UPO PEB Camp Johnson (N40085-19-B-0074)
MCB Camp Lejeune, North Carolina
AE Project No. 19021
Dear Cameron:
Enclosed, please find the following incorporating comments received during our virtual meeting on
September 17, 2020:
Erosion and Sedimentation Control Permit:
• Modified Project Plans (Three Copies)
• Modified Erosion Control Plan (Three Copies)
• Supplemental Calculations (Three Copies)
Stormwater Permit:
• Modified Project Plans (Two Copies)
• Supplemental Stormwater Calculations (Two Copies)
Should you have any questions or need any additional information or assistance, please do not
hesitate to call.
Sincerely,
J.'Ke— .. Avolis, PE
vicTPresident

Pemtit Number:
provided by DWQ)
Drainage Area Number:
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:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash debris is present.
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide time and a
one-time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
lon
gppr Mippty. i inches.
Form SW401-Wet Detention Basin O&M-Rev.4
­U OCT 16 2020
Page 1 of 4

_ .,
e�.y
__.- L
';

Permit
(to be provided by DWQ)
Drainage Area
BMP element:
Potentialproblem:
How I will remediate theproblem:
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
swale
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to
swale.
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
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
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
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
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
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
EL;EC V OCT � 6 2020 E
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
BY:

;k ,. n .�'�, v.. , r
(l�y � � �.�.� ���
�jjj �� A
�'9 L
. _.

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
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
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
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 44:1 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 44:1 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
Ull in the blanks)
Permanent Pool Elevation 9.1
Sediment Removal . 5 Pe anon Pool
----------------- Volume Sedimen[RemovalEleva[ion5 Volume
Bottom Elevatio 4 -ft Min.
Bottom Elevation 4
Sediment 1-ft n
Storage Sedimer
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4
ECEBVF
OCT 16 2020
Bl^
Page 3 of 4

Permit Number:
(to be provided by DII'Q)
1 acknowledge and agree by my signature below that I am responsible for the
performance ofthe 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: Camp Johnson BED between Wilson and Hoover P-1319: UPO PEB
BAV drvina,,e area number: Pond A
Print name:_Jenni P. Reed, P.E.
Title: MCB Camp Leieune, Public Works Division Civil Engineer
Address:1005 Michael Road. Camp Leieune. NC 28547
Phone: [phone] x3285
Signature: Q4.L&/tt�� &Ad
Date: I I
Note: The legally responsible party should not be a homeowners association unless more than 500''. of
The lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
�1f9 1 eSCb nc:r i, County of (nt�jbLO do hereby certify that
innt �. RTC
a personally appeared before me this 1 —
day of . QQQ.D , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal. ore....._
G°
d NOTAR)-
01- '°UHLIC V
ys<0w28
,2
SEAL , j
My commission expires 1,At.� -Zia, Qb,l ? FOEUVE
OCT 16 2020
BY•
Form SW401-Wet Detention Basin 03.*vh-Rev.4 Page 4 of 4

11
North Carolina Department of Environmental Quality
Request for Express Permit Review
FILL-IN all the information below and CHECK the Permit(s) you are
Permit Coordinator along with a completed DETAILED narrative, si
acka a of the project location. Please include this form in the app
For DEO Use ONLY - 1
Reviemr: k1-r4
Submit —qL(1 ZD
Time: [ D am
Confirm'
for express review. Call and Email the completed form to the
package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(oncdenr.pov
• Fayetteville and Raleigh Regions -David Lee 919-791-4204; david.lee(&ncdenrpov
• Mooresville and Winston-Salem Regions -Paul Williams 336-776.9631; pauLe.williams(Mcdenr.00v
• Washington Region -Lyn Hardison 252-948-3842 or lvn.hardison(@ ncdenr.00v
• Wilmington Region -Cameron [e-mail]
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: CONSTRUCT UPO FEB CAMP JOHNSON County: ONSLOW
Applicant: COMMANDING OFFICER, MCB CAMP LEJEUNE Company:
Address: 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28547
Phone: [phone], Fax: _ _ _, Email: [e-mail]
Physical Location:VIGILANT DRIVE AND WILSON ROAD
Provided Existing Permits
related to this ProierX
SW_
SW
SW
NPDES_"L�CCG
NPDES
_
WQ_
9 / 17
WQ_
E&S _
YVV
` r tG
E&S _
Other
rG A
2.02.a
Aolcv-
Project Drains into NORTHEAST CREEK waters -Water classification SC. NSW (DWR Surface Water Classifications Mao)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within Y22 mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: J. KEVIN AVOLIS, PE Company: AVOLIS ENGINEERING, PA
Address: PO BOX 15564 City: NEW BERN, State: INC Zip: 28561-_
Phone: [phone], Fax:= Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$— #_JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® ❑ Scoping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: —# of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ® MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW 8120101(Provide permltlt)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 0.86 acres to be disturbed. (CK # & Amt. (for DEC use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ® No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No 404 Application in Process w/ US ALOE: ❑ Yes ® No Permit
Received from US ACOE ❑ Yes ® No
DEQ use
Lon Snla fnr m Wtinin narmar trhnrkif 1 Total Fee Amount
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
LAMA
$
arian
Vce (❑ Maj; ❑Min)
$
SW (❑ HD, ❑ LD, El Gen)
$
401;
$
LOS
$
Stream Deter—
Is
NCDEQ EXPRESS June 2019

• • •
C
+

P YV4
srMueaJTPLM
Y .m

® STORMWATER NARRATIVE
CAMP JOHNSON NCO ACADEMY, SUPPLY WAREHOUSE AND BEQ
CONSTRUCT UPO PEB, CAMP JOHNSON (CONTRACT #N40085-19-B-0074)
Stormwater permit SW8 120101 was issued associated with the construction of the Camp Johson NCO
Academy, Supply Warehouse and BEQ in January 2012. The permit was prepared, reviewed and issued
under the 2009-2016 Rules. The permit has multiple modifications with the last modification being
issued on June 23, 2015. Marine Corps Base Camp Lejeune is proposing to construct a new pre-
engineered building on the north side of Vigilant Way in the general area of the permit boundary of SW8
120101. The proposed project will create in excess of 10,000 SF of impermeable area; therefore, the
stormwater runoff from the project must be captured and treated to satisfy the Coastal Stormwater
Regulations. To satisfy the Rules, it proposed that the runoff from the project be captured and routed to
Stormwater Pond "A" constructed under permit SW8 120101. In the current permit, Pond "A" has a
future BUA allocation of 43,072 SF. It is proposed that a portion of this future allocation be utilized for
this project. The existing Drainage Area "A" will be expanded as a part of the permit modification to
incorporate the limits of the new construction.
Specifically, this project will establish 12,188 SF of new impermeable area. The existing Drainage Basin
"A" will be expanded by 25,846 SF, 0.59 acres. Runoff from the new development will be collected in
perimeter swales and will be directed to the roadside swale along Vigilant Way which discharges
through an existing storm drain beneath Vigilant Way and discharges to Pond "A." Stormwater Pond "A"
® was analyzed utilizing the expanded Drainage area and was found to be sufficiently sized to treat the
increased runoff with minor modifications. In order to contain the 1.5 inch runoff volume, the pond
outlet structure requires modification. Specifically, the overflow elevation (weir) needs to be elevated
X-inch (0.021 feet) to retain an additional 106 cubic feet of volume associated with the additional
drainage basin area. A %-inch plate is proposed to be affixed to the outlet structure to elevate the weir
elevation from 10.0'to 10.021'. An as -built survey of Pond "A" was reviewed in the DEQfiles.
Conditions presented on the as -built drawings were utilized in the calculations for this proposed
modification.
A modification to the existing stormwater permit is being sought. Specifically, a total of 12,188 SF of
"future" allocation is being utilized and allocated to the "building" and "parking" categories of the
impermeable summary. Additionally, the Drainage Area "A" is being increased by 25,846 SF.
The project drains to Northeast Creek which has a Surface Water Classification of SC, NSW and a Stream
index 19-16-(4.5). No wetlands exist within the project area. A total of 0.86 acres of land will be
impacted by the proposed project.
SEP 17 2020
® BY

0

® ® a
_
CONSTRUCT UPO PEB, CAMP JOHNSON
MARINE CORPS BASE CAMP LEJEUNE
CONTRACT NO. N40085-19-13-0074
' P OJ CT SITE" "'''�""'
LOCATION MAP - U. S. MARINE CORPS BASE
CAMP LEJEUNE, NC
- -
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—
IWO

Norris, Kellie E
From: Norris, Kellie E
Sent: Tuesday, August 18, 2020 2:28 PM
To: Avolis Engineering, P.A.
Subject: SW8 120101: Construct UPO PEB Camp Johnson
Mr. Avolis-
We have reviewed your express request for SW8 120101. Please be aware that because there is an increase in drainage
area, this will be a major modification and will require the $4,000 fee. Also the increased drainage area will be required
to meet the 2017 rules.
KeU,i,& r3e H - NaYrl f-, El-r
Environmental Engineer
NC Division of Energy, Mineral and land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
NoErr-,�,D_E
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

AV®LIS ENGINEERING, PA
P.O. Box 15564 New Bern, North Carolina 28561
September 10, 2020
Ms. Kellie E. Norris, Engineer II
Ms. Rhonda Hall, Assistant Regional Engineer
NCDENR - Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
252.633.0068 - License No. C-0706
RECEIVED
SEP 112020
NCOEO
WILMINGTON RO
RE: P-003 Camp Johnson NCO Academy Building, Supply Warehouse and BEQ (P-1319);
Construct UPO PEB Camp Johnson (N40085-19-B-0074)
MCB Camp Lejeune, North Carolina
AE Project No. 19021
Dear Kellie & Rhonda:
Enclosed please find the following Stormwater Permit and Erosion and Sedimentation Control
Permit application packages for our Express Permit Review Meeting on Thursday. September 17
consisting of the following:
Erosion and Sedimentation Control Permit:
• Financial Responsibility Form - Express (Original and Two Copies)
• Project Erosion Control Plan (Three Copies)
• Project Plans (Three Copies)
• Soils Map (Three Copies)
• USGS Map (Three Copies)
• Erosion and Sedimentation Control Plan Preliminary Review Checklist
• $65 Permit Fee
Stormwater Permit:
• Stormwater Permit (Original and One Copy)
• Stormwater Narrative (Two Copies)
• Stormwater Calculations (Two Copies)
• Project Plans (Two Copies)
• Stormwater Boundary Map (Two Copies)
• Stormwater Pond As -Built Drawing from DEQ Files (Two Copies)
• Soils Map (Two Copies)
• USGS Map (Two Copies)
• $4,000 Express Permit Fee

Information regarding the video teleconference is included below and has been emailed to
everyone that will be included in the Express Meeting on Thursday, August 13:
Construct UPO PEB, Camp Johnson
Thu, Sep 17, 2020 10:00 AM - 11:00 AM (EDT)
Please join my meeting from Google Chrome on your computer.
https:Hglobal.gotomeeting.com/ioin/405962085
Should you have any questions or need any additional information, please do not hesitate to
call.
Sincerely,
n Avolis, PE
resident

Jacks
-Point
AVOLIS ENGINEERING, P.A. I USOSMAP
Civil and Environmental Engineering CONSTRUCT UPO PEB, CAMP JOHNSON
P.O. BOX 15564 NEW BERN. NORTH CAROUNA 28561 MCB, CAMP LEJEUNE, NC
PHONE: [phone]
LICENSE NO. C-0706

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