SW8060110_HISTORICAL FILE_20060202

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 11 C)
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20 010 oz b Z
YYYYM M DD

�OF WATF9Q Michael F. Easley, Governor
O G William G. Ross, Jr., Secretary
CIO
y North Carolina Department of Environment and Natural Resources
o r Alan W, Klimek, P.E. Director
Division of Water Quality
February 2, 2006
Mr. Carl Baker, Director
MCB Camp Lejeune
Design Branch Public Works Division
1005 Michael Road
Camp Lejeune, NC 28547
Subject: Stormwater Permit No. SW8 060110
BEQ French Creek P-1150 & P-1155
CC# N62470-01 -D-1 141
High Density Project
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for BEQ French Creek P-1150 & P-1155 on February 1, 2006. Staff review of the
plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No.
SW8 060110 dated February *, 2006, for the construction of the subject project.
This permit shall be effective from the date of issuance until February 2, 2016, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within sixty (60) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings,, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Linda Lewis, or me at [phone].
Sincerely,
Edwardeck
Regional Supervisor
Surface Water Protection Section
ENBlarl- S:1WQSISTORMWATIPERMIT1060110.feb06
cc: David Boyette, P.E., Stewart Engineering
Linda Lewis
<Wilmington--Regional=0ffice�1
Central Files
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877-623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2o,enr.slate.nc.us Q11e
NorthCarolina
An.Equal OpportunitylAHirmalive Action Employer — 50% Recycledl10%Post Consumer Paper Alaturally

State Stormwater Management Systems
Permit No. SW8 060110
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Carl H. Baker & MCB Camp Lejeune
BEQ French Creek P-1150 & P-1155
CC# N62470-01-D-1141
P-1150 at Gonzales & Julian; P-1155 at McHugh & Gonzales, MCB Camp Lejeune
Onslow County
FOR THE
construction, operation and maintenance of 6 wet detention ponds in compliance with the
provisions of 15A NCAC 2H .1000 (hereafter referred to as the "Stormwater rules') and the
approved stormwater management plans and specifications and other supporting data as
attached and on file with and approved by the Division of Water Quality and considered a
part of this permit.
This permit shall be effective from the date of issuance until February 2, 2016, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff
as described in the table in Section 1.5 on page 3 of this permit. The stormwater
controls have been designed to handle tLge runoff as follows: Pond A @60,674 ft2;
Pond B @68,509 ft2; Pond C @55,321 ft , Pond D @33,688 ft2; Pond F @82,253 ft2;
and Pond G @144,997 ft .
3. The tract and each drainage area will be limited to the amount of built -upon area
indicated on page 3 of this permit, and per the approved plans. This permit makes no
allotment for any future built -upon area.
4. The runoff from all built -upon area within the permitted drainage areas of this project
must be directed into the appropriate permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 060110
5. The following design criteria have been provided in the wet detention pond and must
be maintained at design condition:
Pond A
Pond B
Pond C
Pond D
Pond F
Pond G
a. Drainage Area, acres
1.97
3.11
3.04
1.24
3.95
4.91
Onsite, ft2:
85,813
135,472
132,422
54,014
172,062
213,880
Offsite, ft :
0
0
0
0
0
0
b. Total BUA, ft2:
60,674
68,509
55,321
33,688
82,253
144,997
c. Design Storm, inches:
1.0
1.0
1.0
1.0
1.0
1.0
d. Pond Depth, feet:
6.0
6.0
5.5
5.0
5.5
6.0
e. TSS Removal Rate:
90%
90%
90%
90%
90%
90%
f. Permanent Pool Elev., fmsl:
13.0
9.0
11.0
9.0
10.0
8.0
g. Permanent Pool Area, ft2:
3,425
3,928
3,557
2,404
5,201
8,153
h. Temporary Design Volume, ft3:
5,140
5,882
4,816
2,819
6,894
12,048
i. Temporary Design Elev., fmsl:
14.25
10.25
12.15
10.0
11.15
9.30
j. Controlling Orifice Diameter, in:
1
1
1
0.75
1
1.5
k. Forebay Volume, ft3:
1,636
1,691
1,555
888
2,462
4,794
I. Receiving Stream:
Cogdels
Creek
Cogdels
Creek
Cogdels
Creek
Cogdels
Creek
Cogdels
Creek
Cogdels
Creek
m. Stream Index Number:
WOK02
19-23
WOK02
19-23
WOK02
19-23
WOK02
19-23
WOK02
19-23
WOK02
19-23
n, Classification of Water Body:
SC
NSW
SC
NSW
SC
NSW
SC
NSW
SC
NSW
SC
NSW
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety, vegetated
and operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow spreader,
catch basins and piping.
g. Access to the outlet structure must be available at all times.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 060110
4. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent pool
surface.
b. Separated units where the nozzle, pump and intake are connected by tubing,
may be used only if they draw water from the surface in the deepest part of the
pond.
c. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for a fountain in any of the ponds is 1/8th
horsepower.
5. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
6. The facilities shall be constructed as shown on the approved plans. This permit shall
become void unless the facilities are constructed in accordance with the conditions of
this permit, the approved plans and specifications, and other supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications,
and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be restored
to design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
9. Access to the stormwater facilities for maintenance and inspection shall be provided.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval or a CAMA Major permit was
sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted future
areas shown on the approved plans, prior to construction.
12. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 060110
13. The Director may notify the permittee when the permitted site does not meet one'or
more of the minimum requirements of the permit. Within the time frame specified in
the notice, the permittee shall submit a written time schedule to the Director for
modifying the site to meet minimum requirements. The permittee shall provide copies
of revised plans and certification in writing to the Director that the changes have been
made.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director. In
the event of a change of ownership, or a name change, the permittee must submit a
formal permit transfer request to the Division of Water Quality, accompanied by a
completed name/ownership.change form, documentation from the parties involved,
and other supporting materials as may be appropriate. The approval of this request
will be considered on its merits and may or may not be approved. The permittee is
responsible for compliance with all permit conditions until such time as the Division
approves the transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may subject
the Permittee to enforcement action by the Division of Water Quality, in accordance
with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including
those as may be required by this Division, such as the construction of additional or
replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing
of a request for a permit modification, revocation and reissuance or termination does
not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference and
are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 2nd day of February 2006.
NORTH-CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Tor Alan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 060110
BEQ French Creek P-1150 & P-1155
CC# N62470-01 -D-1 141
Stormwater Permit No. SW8 060110
Onslow Count
Designer's Certification
I, - , as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best
of my abilities, due care and diligence was used in the observation of the project construction
such that the construction was observed to be built within substantial compliance and intent
of the approved plans and specifications. .
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 060110
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2.' The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
.11. The permitted amounts of surface area and/or volume have been provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
.15. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Page 7 of 7

r� t1t
WET DETENTION POND ANALYSIS
FILE NAME:
S:IWQSIPOND1060110.WK1
PROJECT * SW8
060110
REVIEWER:
L. Lewis
PROJECT NAME:
BEQ's French
Creek P-1150
& P-1155
Orig.Run Date0111812006
PuS5
jso
Last Modified:
31-Jan-06
Pond A
Pond B
Pond C
Pond D
Pond F
Pand G
Receiving Stream:
Cogdels Creek
Cogdels Creek
Cogdels Creek
Cogdels Creek
Cogdels Creek
Cogdels Creek
Classification:
SC NSW
SC NSW
SC NSW
SC NSW
SC NSW
SC NSW
Index Number:
WOK02 19-22
WOK02 19-22
WOK02 19-22
WOK02 19-221
WOK02 19-22
WOK02 19-2
Onsite DA, sf=
85813.00
135472.00
132422.00
54014.00
172062.00
213880.00
Offsite DA, sf =
0.00
0.00
0.00
0.00
0.00
0.00
Total Drainage Area:
85813,00
135472.00
132422.00
54014.00
172062.00
213880.00
Built -Upon Area
Buildings/Lots, sf= 0.00
23694.00
21559.00
0.00
21560.00
2128.00
Streets/Parking, sf= 60251.00
35269.00
30780.00
30355.00
56204.00
132878.00
Sidewalk/Concrete, sf= 423.00
5303,00
1259.00
3333.00
4489.00
9991.00
Other, sf= 0.00
4243,00
1723.00
0.00
0.00
0.00
Offsite, sf= 0.00
0.00
0.00
0.00
0.00
0.00
Total Built -upon Area: : 60674.00 1
68509.00
55321.00
33688.00
82253.00 1
144997.00
Surface Area
impervious ­70.70%
50.57%
41.78%
62.37%
47.80%
67.79%
Design Depth, ft: 6.00
6.00
5.50
5.00
5.50
6.00
TSS (85% or 90%): 90
90
90
90
90
90
SA/DA ratio 3.95%
2.74%
2.61 %
4.47%
2.97%
3.79%
Req. Min. SA, sf: 3389
3712
3452
.2412
5107
8105
Volume Calculations
Design Storm, inches: 1
1
1
1
1
1
Rational Cc= 0.73
0.59
0.52
0.67
0.56
0.71
Rational Volume, cf: 5222
6610
5723
3006
8062
12632
Rv = 0.686
0.505
0.426
0.611
0.480
0.660
Min. Req. Volume= 4908
5703
4701
2752
6886
11766
Bottom Elevation= 7,00
3.00
5.50
4.00
4.50
2.00
Permanent Pool Elev= 13.00
9.00
11.00.
9.00
10.00
8.00
Perm Pool Area= 3425.00
3928.00
3557.00
2404.00
5201.00
8153.00
Design Pool Elevation= 14.25
10.25
12.15
10.00
11.15
9.30
Design Pool Area= 4640.00
5303.00
47C0.00
3234.00
6643.00
10094.00
Total Volume Prov. = 5041
5769
4748
2819
6810
11861
Forebay Volume
Permanent Pool Vol.= 7448.00
8172.00
7776,00
4266.00
12310.00
23971.00
Req. Forebay Volume= 1489.6
1634.4
1555.2
853.2
2462
4794.2
Prov. Forebay Volume: 1636.00
1691
1704
888.00
2708.00
5257.00
Percent= (22>%>18) 22%
21%
22%
21%
22%
22%

Pond A
Pond B
Pond C
Drawdown OrificelWeir
Avg. Head, ft =
0.60
0.60
0.55
Average Flow Q2, cfs
0.028
0.033
0.027
Average Flow Q5, cfs
0.011
0.013
0.011
Q2 Area, sq. in. =
1.09
1.27
1.00
'Q5 Area, sq. in. =
0.44
0.51
0.44
No. of Orifices
1
1
1
Orifice Diameter, in.=
1
1
1
Orifice Area, sq. in. =
0.785
0.785
0.785
Weir Height, inches=
Weir Length, inches=
Weir C =
9.389
12.090
11.774
Weir U, eff. length=
-0.038
0.004
-0.111
Avg. Flowrate, Q, cfs =
0.020
0.020
0.020
Drawdown, days =
2.8
3.2
2.8
Pond D Pond F Pond G
0.48
0,55
0.62
0.01E
0.040
0.068
0.006
0.016
0.027
0.68
1.60
2.59
0.27
0.64
1.04
1
1
1
0.75
1
1.5
0.442
0.785
1.767
7,608
10.738
9.801
-0.097
-0.111
-0.124
0.010
0.020
0.046
3.1
4.1
2.9
L`

(t
STEWART
TO
FROM
Linda Lewis
David Boyette
NCDENR Express Permitting Unit
Civil Department
127 Cardinal Drive Extension
[phone] x (166)
Wilmington, NC 28405
DATE
ebruary 01, 2006
SENT VIA
Hand Delivery
0%-- v -1� .
PROJECT NUMBER PROJECT NAME
C5039 Camp Leieune BEQ — French Creek P1150/1155
COPIES DATE DESCRIPTION
2
02-01-06
Revised Sh. CG502 & Sh. CG503
1
Page 1-of Pond D Supplement
For approval
For review & comment
Returned for corrections
Far your use
Approved as submitted
Returned after review
As requested
Approved as noted
Resubmit copies for approval
COMMENTS
Linda,
Please find the revised detail sheets. The drawdown orifice pipe invert for Pond G
has been changed to 8.0 and the detail for each riser structure has been revised to
remove the 'slot'. The note for each drawdown pipe has also been revised. Please
let me know if you need anything further. Thank you.
Dave Boyette
SIGNE
C�✓` oo7,-,,--
David Boyette
COPIED TO
ENGINEERING. INNOVATION. SOLUTIONS- 26C TOWN HALL DR MORRISVILLE,NC T919,380.8750
SUIIEC 27560 r919.3110.8752

STEWART
LETTER OF TRANSMITTAL
TO
FROM
Linda Lewis i
David Boyette
NCDENR Express Permitting Unit
Civil Department
127 Cardinal Drive Extension
[phone] x (166)
Wilmington, NC 28405
DATE SENT VIA
January 30, 2006 Hand Delivery
PROJECT NUMBER PROJECT NAME
C5039 Camp Le)eune BEQ - French Creek P1150/1155
COPIES DATE DESCRIPTION
2
01-24-06
Revised Construction Drawings those that changed)
1
01-24-06
Revised Supplemental forms
2
01-24-06
Revised Storm Drainage Calculations
1
01-24-05
Response Letter
For approval
For review & comment
Returned for corrections
For your use
Approved as submitted
Returned after review
As requested
Approved as noted
Resubmit copies for approval
COMMENTS
Linda,
Please find the attached documents for your continuation of the review of this
permit. Please let me know if you need anything further or have any questions.
Thank you,
Dave Boyette
SIG
r,_, -,V�
0 David Boyette
P
COPIED TO
Carl Baker
ENGINEERING. INNOVATION, SOLUTIONS.`
260 TOWN HALL OR MORRfSV1LLE. NC T 019.380.6750
SUITE C 27560 f 919.380.8752

STEWART ENGINEERING, INC. PROWACHOVIA 16960
GENERAL ACCOUNT =Q4.2%
260 TOWN HALL DR. SUITE C 66-16ZJ531
MORRISVILLE, NC 27560 CHECK DATE January 27, 2006
[phone]
PAY One Thousand and 001100 Dollars
AMOUNT $1,000.00
TO NCDENR
127 Cardinal Drive Extension E
Wilmington NC 28405-2845 ,
r3�Q P -116 D t P-1155
1o(170110 rh_Qal
00
ENGINEERING, INC. GENERAL ACCOUNT
16960
Invoice Number��
L D.Boyette Check R
'ate
�1'125106
Voucher
[ 0014923
Amount �
1,D00.00
Discounts
� Previous Pay Net Amount
1,000.00—
NCOENR
,a 26
�
Totals—�
_ —
1,000.00
- -
- —�
1,000.00 —
JAN 3 0 2006
Qv•

0
1
1
1
1
1
Stormwater Impact Analysis
NCDENR Stormwater Permit
For the proposed
MCB Camp Le]eune - Batchelor Enlisted
Quarters, French Creek - P1150/P1155
N62470-01-D-1141
Jacksonville, North Carolina
Prepared for
Clark Nexsen
Architecture & Engineering
Prepared By
Stewart Engineering, Inc.
0($)
STEWART
January 18, 2006
Revised January 24, 2006
RECEIVED
JAN 3 0 2006
owe
*'noi # fs o (00 �V
� �FESS/p� '
Q '
_ SEAL
02259

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:�

Storm Impact Analysis
For
MCB Camp LeJeune - Batchelor Enlisted Quarters
French Creek - P1150/P1155
Jacksonville, North Carolina
Prepared for:
Clark Nexsen
Prepared by:
Stewart Engineering, Inc.
260 Town Hall Drive, Suite C
Morrisville, NC 27560
919.380.87S0
Stewart Project No. C5039
January 24, 2006

' STORMWATER IMPACT ANALYSIS
MCB CAMP LE]EUNE - BATCHELOR ENLISTED QUARTERS
' WILMINGTON, NORTH CAROLINA
EXECUTIVE SUMMARY
' This Stormwater Impact Analysis has been prepared specifically to address
the requirements of Section 15A NCAC 02H .1005 of the North Carolina
' Administrative Code as it pertains to the stormwater requirements for coastal
counties. The project site does not drain to Outstanding Resource Waters nor is it
within one-half mile of SA waters or unnamed tributaries of SA water. Therefore,
stormwater management must be in accordance with Rule .1005 (3).
Site Information
The Camp LeJeune Batchelor Enlisted Quarters - French Creek P1150/P1155
site is located at the corner of McHugh Blvd and Gonzales Blvd on the campus of
Camp LeJeune Marine Corps Base. The sites lie within the White Oak River Basin
t and are outside of any stream buffers and Water Supply Watersheds. The sites do
however encompass areas below the 100-yr flood elevation as defined by FIRM
3720530200J as well as wetlands certified by the Army Corps of Engineers. No
' land disturbance activities will take place below the elevation of the 100-yr Flood
Elevation or within areas defined as wetlands.
Both sites are previously undeveloped wooded areas that have been logged
by Camp LeJeune. They currently exist as cut -over woodlands. The sites drain
from east to west to tributaries of Cogdels Creek which is a tributary of the New
River. The overall drainage patterns will remain the same in the proposed
condition.
Proposed Improvements
' The project area consists of two sites, P1150 & P1155. Each site will consist
of two Batchelor Enlisted Quarters buildings, a mechanical building, and associated
' parking areas. Recreation amenities will also be included on each site along with a
sanitary sewer lift station located on Site P1155. The total site area and impervious
area for P1150 are 14.11ac and 5.00ac (35.4%), respectively where as the total
' site area and impervious area for P1155 are 13.24ac and 5.22ac (39.4%),
respectively.
Stormwater for the proposed sites will be managed using wet detention
ponds. Site P1150 will have four (4) ponds that capture runoff from all proposed
impervious surface while Site P1155 has two (2) ponds.
Design Requirements
' Per Section 15A NCAC 02H .1005 (3) of the North Carolina Administrative
Code for sites that are not with 575 ft of Outstanding Resource Water or within 0.5
miles of SA waters the State Stormwater Regulations mandate that the runoff from

1
1
the first inch of rainfall be captured and released over a period of 2 to 5 days. The
treatment devices proposed for this development are wet detention ponds. Each
pond will be designed to remove 90% Total Suspended Solids and will not
incorporate a grassed Swale at its outlet.
Design Procedure
First, the drainage area to each wet detention pond was delineated. The
total area and impervious area for each drainage area was then determined. An
Exhibit map for each site has been is included that shows the proposed drainage
area for each proposed pond.
Each wet detention pond has been sized to capture the runoff: from the first
inch of rainfall for its entire drainage area and hold that runoff for 2 to 5 days. The
required surface area for the ponds was determined by using the Surface Area to
Drainage Area chart -for Coastal Counties. A length to width ratio of 3:1 is also
required. For ponds not achieving a length to wide ratio of 3:1 wooden baffles have
been added to ensure that the flow path is at least 3 times the wide of the flow
channel.
Overall Results / Summary
Table 1 below shows the statistics for each wet detention pond. Each pond exceeds
its required surface area for. 85% TSS removal and incorporates a vegetated Swale
at its outlet; therefore treatment credit is assumed for the entire drainage area to
each pond. '
Pond Data Table
Pond A I
Pond B
Pond C
Pond D
Pond F
Pond G
A - Top of Dam
15.50
11.50
13.50
11.00
12.50
10.50
B. - Inv Main Pond
7.00
3.00
5.50
4.00
4.50
2.00
C - Top of Forbay Berm
13.50
9.50
11.50
9.50
10.50
8.50
D - Inv Forbay
8.00
4.00
6.00
5.00
5.00
3.00
E - Normal Pool Elev
13.00
9.00
11.00
9.00
10.00
8.00
Inv Emer. Spillway
14.25
10.25
12.15
10.15
11.25
9.30
Riser Elev
14.25
10.25
12.15
10.00
11.15
9.30
Drawdown Orifice Elev
13.00
9.00
11.00
9.00
10.00
8.00
Drawdown Orifice Size
1"
1"
1"
0.75"
1"
1.5"
Conclusions
' Based on the results of this Stormwater Impact Analysis, the requirements of
Section 15A NCAC 02H .1005 of the North Carolina Administrative Code as it
pertains to the stormwater requirements for coastal counties have been met for the
' proposed project. Runoff from all new impervious area has been captured and
treated in one of six (6) proposed wet detention ponds.
0
Ll

1 S
' SSEWART.
Wet Detention Pond Sizing - Pond A
(for 90% TSS removal)
Project Camp Le]eune BEQ - P1150
Number C5039
Date 23-Jan-06
Required Surface Area
Required Storage
for 1st inch of runoff
Total Drainage Area =
1.97 ac
Simple Method
Total Impervious Area =
1.39 ac
Percent Impervious =
71%
Rv = 0.05 + 0.009(I)
I = % impervious =
71%
Perm. Pool Depth =
6 ft
SA/DA Ratio (Table 1.1) =
3.97
Rv =
0.69 in
Surface Area Required =
3407 sf
Volume =
4899 cf
—
0.08 ac
Calculation Methods are taken from DEHNR Stormwater Best Management Practices Manual, November 1995
I .
' 260 Town Hall Drive, Suite C, Morrisville, NC 27560 Tel [phone] Fax [phone] www.stewart-eng.com

ST E WA'R;T
Water Quality Drawdown Calculations - Pond A - 1150
(1st inch of rainfall)
Storage Volume Required (Simple Method)
Basin Characteristics
Total Drainage Area =
1.97 ac
Pond Invert =
7.00 ft
Total Impervious Area =
1.39 ac
Normal Pool Elevation =
13.00 ft
Percent impervious =
71%
Next available Outlet =
14.25 ft
Average Head =
0.63 ft
Rv = 0.05 + 0.009(I)
Avg Area (13 to 14)
3928
I = % impervious =
71%
Avg Area (14 to 15)
4848
Rv =
0.69 in
Depth above Nor. Pool to
Runoff Vol. = 4,899 cf
meet vol. requirement =
1.25 ft
Storage Volume at Normal Pool = 7448 cf
Storage Volume above Normal Pool = 5140 cf
Temporary Storage Volume = 5140 cf
Find orfice size for 2-day drawdown time
Flow Rate = Volume (cf) / Time (sec)
= 0.0297 cfs
Q=Cp*A*(2*g*h)-(1/2) (Orfice Equation - solve for A (area))
A= 0.00781 ft'
1.12525 in'
Orfice Size 2 day) = 1.20 in dia
Find orfice size for 5-day drawdown time
Flow Rate = Volume (cf) / Time (sec)
0.0119 cfs
Q=Co*A*(2*g*h)A(1/2) (Orfice Equation - solve for A (area))
A= 0.00313 ft'
0.45010 in'
Orfice Size 5 day) = 0.76 in dia
Select orfice size between 2 and 5 day size
Size selected = 1"

11
1
1
- - 0%,
STEWA.RT.
Volume Calculations - Pond A - 1150
Forbay Volume
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
8
47
0
0
9
122
85
85
10
228
175
260
11
365
297
556
12
532
449
1005
13
730
1 631
1636
Total Pond Volume
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
7
183
0
0
8
336
260
260
9
527
432
691
10
749
638
1329
11
1001
875
2204
12
1760
1381
3585
13
2695
2228
5812
Volume above Normal Pool
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
13
3425
0
0
14
4431
3928
3928
15
5265
1 4848
8776
Forbay Vol (NP) = 1636 cf
Total Vol (NP)= 7448 cf
Forbay equals 22.0% of total volume.

C
S�
STE WA R:T
Wet Detention Pond Sizing - Pond 6
(for 90% TSS removal)
Project Camp LeJeune BEQ - P1150
Number C5039
Date 23-)an-06
Required Surface Area
Re aired Storage
for 1st inch of runoff
Total Drainage Area =
3.11 ac
Simple Method
Total Impervious Area =
1.57 ac
Percent Impervious =
50%
Rv = 0.05 + 0.009(I)
I = % impervious =
50%
Perm. Pool Depth =
6 ft
SA/DA Ratio (Table 1.1) =
2.7
Rv =
0.50 in
Surface Area Required =
3658 sf
Volume =
5694 cf
—
0.08 ac
Calculation Methods are taken from DEHNR Stormwater Best Management Practices Manual, November
,- Surface Areas,Pro� d."ed at' N J,__ ool — x3928 sf '
260 Town Hall Drive, Suite C, Morrisville, NC 27560 Tel [phone] Fax [phone] www.stewart-eng.com

1
1
---'-------,-:-STEWART::
Water Quality Drawdown Calculations - Pond B - 1150
(1st inch of rainfall)
Storage Volume Required (Simple Method)
Basin Characteristics
Total Drainage Area =
3.11 ac
Pond Invert =
3.00 ft
Total Impervious Area =
1.57 ac
Normal Pool Elevation =
9.00 ft
Percent Impervious =
50%
Next available Outlet =
10.25 ft
Average Head =
0.63 ft
Rv = 0.05 + 0.009(I)
Avg Area (9 to 10)
4496
I = % impervious =
50%
Avg Area (10 to 11)
5543
Rv =
0.50 in
Depth above Nor. Pool to
Runoff Vol. = 5,694 cf
meet vol. requirement =
1.25 ft
Storage Volume at Normal Pool = 8172 cf
Storage Volume above Normal Pool = 5881 cf
Temporary Storage Volume = 5881 cf
Find orfice size for 2-day drawdown time
Flow Rate = Volume (cf) / Time (sec)
0.0340 cfs
Q=Cp*A*(2*g*h)A(1/2) (Office Equation - solve for A (area))
A= 0.00894 ftz
1.28749 in2
Orfice Size (2 day) = 1.28 in dia
Find office size for 5-day drawdown time
Flow Rate : Volume (cf) / Time (sec)
0.0136 cfs
Q=Cp*A*(2*g*h)A(1/2) (Orfice Equation - solve for A (area))
A= 0.00358 ft2
0.51500 inz
orfice Size 5 day) = 0.81 in dia
Select orfice size between 2 and 5 day size
Size selected = 1"

%TEW*Z-t-'
Volume Calculations - Pond B - 11.50
Forbav Volume
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
4
67
0
0
5
142
105
105
6
245
194
298
7
376
311
1 609
8
534
455
1064
9
720
627
1691
Total Pond Volume
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
3
100
0
0
4
296
198
198
5
531
414
612
6
809
670
1282
7
1129
969
2251
8
2062
1596
3846
9
3208
2635
6481
Volume above Normal Pool
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
9
3928
0
0
10
5063
4496
4496
11
6022
5543
10038
Forbay Vol (NP) = 1691 cf
Total Vol (NP)= 8172 cf
Forbay equals 20.70/o of total volume.

S;
S T:E WART;
Wet Detention Pond Sizing - Pond C
(for 90% TSS removal)
Project Camp E_eleune BEQ - P1150
Number C5039
Date 23-Jan-06
Required Surface Area
Re uired Stora
a for 1st inch of runoff
Total Drainage Area =
3.04 ac I
Simple Method
Total impervious Area =
1.27 ac
Percent Impervious =
42%
Rv = 0.05 + 0.009(I)
I = % impervious =
42%
Perm. Pool Depth =
5.5 ft
SA/DA Ratio (Table 1.1) =
2.62
Rv =
0.43 in
Surface Area Required =
3469 sf
Volume =
4701 cf
=
0.08 ac
Calculation Methods are taken from DEHNR Stormwater Best Management Practices Manual, November
,S,urface Area�PrOMLOALM mal PootWd" 3557 -sf ""
260 Town Hall Drive, Suite C, Morrisville, NC 27560 Tel [phone] Fax [phone] www,stewart-eng.com

.STEWk'
Water Quality Drawdown Calculations - Pond C - 1150
(1st inch of rainfall)
Storage Volume Required (Simple Method)
Basin Characteristics
Total Drainage Area =
3.04 ac
Pond Invert =
5.50 ft
Total Impervious Area =
1.27 ac
Normal Pool Elevation =
11.00 ft
Percent Impervious =
42%
Next available Outlet =
12.15 ft
Average Head =
0.58 ft
Rv = 0.05 + 0.009(I)
Avg Area (11 to 12)
4069
I = % impervious =
42%
Avg Area (12 to 13)
4982
Rv =
0.43 in
Depth above Nor. Pool to
Runoff Vol. = 4,701 cf
meet vol. requirement =
1.15 ft
Storage Volume at Normal Pool = 7776 cf
Storage Volume above Normal Pool = 4816 cf
Temporary Storage Volume = 4816 cf
Find orfice size for 2-day drawdown time
Flow Rate = Volume (cf) / Time (sec)
= 0.0279 cfs
Q=Co*A*(2*g*h)A(1/2) (Orfice Equation - solve for A (area))
A= 0.00763 ft2
1.09914 in
Orfice Size 2 day) = 1.18 in dia
Find orfice size for 5-day drawdown time
Flow Rate = Volume (cf) / Time (sec)
0.0111 cfs
Q=Cp*A*(2*g*h)A(1/2) (Orfice Equation - solve for A (area))
A= 0.00305 ft2
0.43966 in'
Office Size 5 da = 0.75 in dia
Select orfice size between 2 and 5 day size
Size selected = 1"

Volume Calculations - Pond C - 1150
Forbay Volume
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
6
92
0
0
7
143
118
118
8
241
192
310
9
347
294
604
10
551
449
1053
11
751
1 651
1704
Total Pond Volume
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
5.5
221
0
0
6
1 378
150
150
7
1 615
497
646
8
797
706
1352
9
1080
939
2291
10
1839
1 1460
3750
11
2806
1 2323
1 6073
Volume above Normal Pool
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
11
3557
0
0
12
4580
4069
4069
13
5383
4982
9050
Forbay Vol (NP) = 1704 cf
Total Vol (NP)= 7776 cf
Forbay equals 21.9% of total volume.
1
1
1
1
1

5
1
S T;E W A.R T,
' Wet Detention Pond Sizing - Pond D
(for 90% TSS removal)
' Project Camp LeJeune BEQ - P1150
Number C5039
Date 23-Jan-06
Required Surface Area
Required Storage
for 1st inch of runoff
Total Drainage Area =
1.24 ac
Simple Method
Total Impervious Area =
0.77 ac
Percent Impervious =
62%
Rv = 0.05 + 0.009(I)
I = % impervious =
62%
Perm. Pool Depth =
5 ft
SA/DA Ratio (Table 1.1) =
4.44
Rv =
0.61 in
Surface Area Required =
2398 sf
Volume =
2741 cf
—
0.06 ac
Calculation Methods are taken from DEHNR Stormwater Best Management Practices Manual, November 1995
1 260 Town Nall Drive, Suite C, Morrisville, NC 27560 Tel [phone] Fax 919,380.8752 www.stewari-eng.com

1
Water Quality Drawdown Calculations - Pond D - 1150
(1st inch of rainfall)
Storage Volume Required (Simple Method)
Basin Characteristics
Total Drainage Area =
1.24 ac
Pond Invert =
4.00 ft
Total Impervious Area =
0.77 ac
Normal Pool Elevation =
9.00 ft
Percent Impervious =
62%
Next available Outlet =
10.00 ft
Average Head =
0.50 ft
Rv = 0.05 + 0.009(I)
Avg Area (10 to 11)
2819
I % impervious =
62%
Avg Area (11 to 12)
3589
Rv =
0.61 in
Depth above Ivor. Pool to
Runoff Vol. = 2,741 cf
meet vol. requirement W
1.00 ft
Storage Volume at Normal Pool = 4266 cf
Storage Volume above Normal Pool = 2819 cf
Temporary Storage Volume = 2819 cf
Find office size for 2-day drawdown time
Flow Rate = Volume (cf) / Time (sec)
— 0.0163 cfs
Q=Ca*A*(2*g*h)^(1/2) (Orfice Equation - solve for A (area))
A= 0.00479 ft'
0.68998 in2
Orfice Size 2 day) = 0.94 in dia
Find orfice size for 5-day drawdown time
Flow Rate = Volume (cf) / Time (sec)
0.0065 cfs
Q=Co*A*(2*g*h)^(1/2) (Orfice Equation - solve for A (area))
A= 0.00192 ft'
0.27599 in
Orfice Size 5 day) = 0.59 in dia
Select orfice size between 2 and 5 day size
Size selected = 0.75

STf WART
Volume Calculations - Pond D - 1150
Forbav Volume
Contour
(ft)
Area
(ft2)
I ncr
Vol
(ft3)
Accu m
Vol
(ft3)
5
43
0
0
6
107
75
75
7
199
153
228
8
320
260
488
9
481
401
8$8
Total Pond Volume
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
4
105
0
0
5
229
167
167
6
390
310
477
7
580
485
962
8
1165
873
1834
9
1923
1544
3378
Volume above !Normal Pool
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
9
2404
0
0
10
3234
2819
2819
11
t754t.
3589
6408
Forbay Vol (NP) = 888 cf
Total Vol (NP)= 4266 cf
Forbay equals 20.8% of total volume.

1 S
' STEWART
Wet Detention Pond Sizing - Pond F
(for 90% TSS removal)
Project Camp Leleune BEQ - P1155
Number C5039
Date 23-1an-06
Required Surface Area
Required Storage
for 1st inch of runoff
Total Drainage Area =
3.95 ac
Simple Method
Total Impervious Area =
1.89 ac
Percent Impervious =
48%
Rv = 0.05 + 0.009(1)
I = % impervious =
48%
Perm. Pool Depth =
5.5 ft
SA/DA Ratio (Table 1.1) =
2.98
Rv =
0.48 in
Surface Area Required
5127 sf
Volume =
6892 cf
=
0.12 ac
1 Calculation Methods are taken from DEHNR Stormwater Best Management Practices Manual, November 1995
1
1
1 260 Town Hall Drive, Suite C, Morrisville, NC 27560 Tel [phone] Fax [phone] www.stewart-eng.com

S T<E WA<R T.
Water Quality Drawdown Calculations - Pond F - 1155
(1st inch of rainfall)
Storage Volume Required (Simple Method)
Basin Characteristics
Total Drainage Area =
3.95 ac
Pond Invert =
4.50 ft
Total Impervious Area =
1.89 ac
Normal Pool Elevation =
10.00 ft
Percent Impervious =
48%
Next available Outlet =
11.15 ft
Average Head =
0.58 ft
Rv = 0.05 + 0.009(I)
Avg Area (10 to 11)
5842
I = % impervious =
48%
Avg Area (11 to 12)
7018
Rv =
0.48 in
Depth above Nor. Pool to
Runoff Vol. = 6,892 cf
meet vol. requirement =
1.15 ft
Storage Volume at Normal Pool = 12310 cf
Storage Volume above Normal Pool = 6894 cf
Temporary Storage Volume = 6894 cf
Find orfice size for 2-day drawdown time
Flow Rate = Volume (cf) / Time (sec)
= 0.0399 cfs
Q=Ca*A*(2*g*h)^(1/2) (Orfice Equation - solve for A (area))
A= 0.01093 ft'
1.57353 in?
orfice Size 2 day) = 1.42 in dia
Find orfice size for 5-day drawdown time
Flow Rate = Volume (cf) / Time (sec)
0.0160 cfs
Q=Cp*A*(2*g*h)^(1/2) (Orfice Equation - solve for A (area))
A= 0.00437 ft'
0.62941 in
Orfice Size 5 day) = 0.90 in dia
r
ct orfice size between 2 and 5 day size
Size selected = 1"

S
5 T E WART,
Volume Calculations - Pond F - 1155
Forbav Volume
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
5
160
0
0
6
278
219
219
7
425
352
571
8
601
513
1084
9
805
703
1787
10
1037
921
2708
Total Pond Volume
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
4.5
456
0
0
5
1 666
281
281
6
983
825
1105
7
1340
1162
2267
8
1732
1536
3803
9
2852
2292
6095
10
4164
3508
9603
Volume above Normal Pool
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
10
5201
0
0
11
6482
5842
5842
12
1 7554
7018
12860
Forbay Vol (NP) = 2708 cf
Total Vol (NP)= 12310 cf
Forbay equals 22.0% of total volume.

Ll
1
1
1
S
STEWART.
Wet Detention Pond Sizing - Pond G
(for 90% TSS removal)
Project Camp LeJeune BEQ - P1155
Number C5039
Date 23-Jan-06
Required Surface Area
Re uired storage
for 1st inch of runoff
Total Drainage Area =
4.91 ac
Simple Method
Total Impervious Area =
3.33 ac
Percent Impervious =
68%
Rv = 0.05 f 0.009(I)
I = % impervious =
68%
Perm. Pool Depth =
6 ft
SA/DA Ratio (Table 1.1) =
3.8
Rv =
0.66 in
Surface Area Required =
8127 sf
Volume =
11770 cf
-
0.19 ac
Calculation Methods are taken from DEHNR Stormwater Best Management Practices Manual, November 1995
,� �� � � Surface {} mal Pool �8153 sfq'd
..ni:�,6�rLas.�C.� �, . ...�..wm.�—�'w...��}�cR�twr..�}EbnR�wu..:.neasW6.�v� �I . ..•a�P��ewr�a.MMw.M48s.rc.'� .alawYir¢6urYm��:i�dx
I
260 Town Hall Drive, Suite C, Morrisville, NC 27560 Tel [phone] Fax [phone] www.stewart-eng.com

S.T: E.WA R T
Water Quality Drawdown Calculations - Pond G - 1155
(1st inch of rainfall)
Storage Volume Required (Simple Method)
Basin Characteristics
Total Drainage Area =
4.91 ac
Pond Invert =
2.00 ft
Total Impervious Area =
3.33 ac
Normal Pool Elevation =
8.00 ft
Percent Impervious =
68%
Next available Outlet =
9.30 ft
Average Head =
0.65 ft
Rv = 0.05 -+- 0.009(1)
Avg Area (8 to 9)
8951
I = % impervious =
68%
Avg Area (9 to 10)
10325
Rv =
0.66 in
Depth above Nor. Pool to
Runoff Vol. = 11,770 cf
meet vol. requirement =
1.30 ft
Storage Volume at Normal Pool = 23971 cf
Storage Volume above Normal Pool = 12048 cf
Temporary Storage Volume = 12048 cf
Find orfice size for 2-day drawdown time
Flow Rate = Volume (cf) / Time (sec)
0.0697 cfs
Q=Cp*A*(2*g*h)^(1/2) (Orfice Equation - solve for A (area))
A= 0.01796 ft2
2.58640 in
Orfice Size 2 da = 1.81 in dia
Find orfice size for 5-day drawdown time
Flow Rate = Volume (cf) / Time (sec)
= 0.0279 cfs
Q=CD*A*(2*g*h)^(1/2) (Orfice Equation - solve for A (area))
A= 0.00718 ft2
1.03456 in
Orfice Size 5 day) = 1.15 in dia
Select orifice size between 2 and 5 day size
Size selected = 1.5"
I�

1
I
1
S T.E W.kR T
Volume Calculations - Pond G - 1155
Forbav Volume
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
3
506
0
0
4
694
600
600
5
901
798
1398
6
1135
1018
2416
7
1397
1266
3682
8
1754
1576
5257
Total Pond Volume
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
2
1246
0
0
3
1736
1491
1491
4
2216
1976
3467
5
2745
2481
5948
6
3389
3067
9015
7
4805
4097
13112
8
6399
5602
18714
Volume above Normal Pool
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
8
8153
0
0
9
9749
8951
8951
10
1 10900
1 10325
19276
Forbay Vol (NP) = 5257 cf
Total Vol (NP)= 23971 cf
Forbay equals 21.9% of total volume.
I

'I
s
.- I
-I
1
-I
-I
-I
0 0.3 0.6 0.9 1.2 1.5 km
0 0.2 0.4 0.6 0.8 1 mi
Map center is UTM 18 285837E 3836466N (WGS84/NAD83)
Camp Lejeune quadrangle M--9.482
Projection is UTM Zone 18 NAD83 Datum G=-1.329

4 It
January 24, 2005
MCB Camp Le]eune Batchelor Enlisted Quarters
French Creek — P115O/P1155
Stormwater Permit Number: SW8 96O123mod
The following are the review comments and corrections for the above referenced plan:
I. Please remove the elevations shown on the typical pond section detail and provide a
table with the pertinent elevations and orifice size for each pond.
Response: The elevations have been removed from the typical pond detail and a
table with elevation information for each pond has been added.
2. The outlet structure details indicated that the orifice is being placed at the
temporary pool elevation. Please revise these details so that the orifice invert is at
the permanent pool elevation. The pond cannot draw down to the permanent pool
elevation in 2-5 days if the orifice is located at the temporary pool elevation.
Response: The detail for each outlet structure has been revised to show the
orifice at the permanent pool elevation for each pond.
3. The outlet structure details also show the orifice located within a "slot" whose invert
appears to be at the temporary pool elevation. The slot is OK as long as its invert is
at the permanent pool elevation or higher, but the orifice should not be located in
such a slot. The orifice must be the only outlet available at the permanent pool
elevation.
Response: The slot shown on each outlet structure detail is only shown as a
means to insert the orifice pipe into the riser structure. As is indicated by a note
on each detail, the slot is to grouted closed around the orifice pipe after the
completion of construction. This will ensure that the only available outlet at the
permanent pool elevation is the orifice.
4. A swale is not the same thing as a vegetated filter. Please design adequate filters
based on the attached sketch. The flow spreader mechanism of the filter is placed
on contour such that flow is evenly dispersed across the entire width of the filter.
The filter itself is flat from side to side, with a longitudinal slope of 5% or less. The
30 foot is measured parallel with the flow.
Response: All ponds have been revised to meet the requirements for 90% TSS
removal in lieu of having a vegetated filter. The SAIDA ratio has been revised
along with the pond depths and surface areas. All subsequent information has
been updated and resubmitted. The ponds were revised to meet 90% TSS
removal rather than incorporating a vegetated swale meeting the specified
requirements because of space limitations.
5. Please show the location of and label each 30' vegetated filter on the plans.
Additionally, please add a pond -specific detail of the filter showing the flow spreader
mechanism, contours, and spot elevations for the filter.
Response: Please see response to Comment No. 4.
6. Based on interpolating the surface area at the specified design pool elevation, from
the area and volume tables provided in the calculations, each pond's 1" storage
volume is deficient. Please provide sufficient storage for the 1" volume.

r
Page 2
Response: The calculations previously presented calculated the volume above the
permanent pool based upon the Ks and b value for each pond. Based upon the
comment above, this is not the preferred method. Calculations for the 1"storage
volume for each pond have been done by interpolating the surface area between
contours. The revised calculations are attached.
7. There is an error in the surface area design calculations for Pond C. At 42%
impervious, a 4.0 design depth, and using the 85% TSS chart, the SA/DA ratio is
3.34%, not 2.74%. Please correct and revise the application and plans as
necessary.
Response: It appears that the SAIDA listed on the supplemental form and in the
calculations for Pond Cis correct at 2.74%. The ratio for a 4.0' design depth at
40% impervious is 2.6 and is 3.3 at 50% impervious. By interpolating between the
two values for 42% gives a SAIDA ratio of 2.74. However, due to the fact that
each pond has been revised to treat to 90% TSS, the SAIDA for the pond have
been revised as well.
8. At 17%, the forebay volume for Pond B is a little below the acceptable range of
18%-22%. Please provide more volume in this forebay such that it will fall in the
acceptable range.
Response: The forebay volume for each revised pond is now within the acceptable
range of 18%-22%.
9. The supplement for Pond B indicates that the drainage area and built -upon areas
are the same as for Pond A, which is incorrect. Please correct and revise the
supplement.
Response: The supplement form for each pond has been revised and resubmitted.
10.The orifice sizing calculations for Pond G indicate that the acceptable range of
diameters for that pond are between 1.2" and 1.9", however, a 1" orifice has been
chosen. Please choose a correct orifice size and revise the application and plans
as necessary.
Response: The orifice size for Pond G has been revised to 1.5" as to fall within the
acceptable range.
11.Please remove Weeping Love Grass from the seeding schedule. This grass is not
recommended for use in North Carolina as either a temporary or permanent
ground cover.
Response: Weeping Love Grass has been removed from the seeding schedule.
12.A detail sheet labeled for Ponds F & G has not been provided, however, there is a
detail sheet for Ponds A and B under P-1155. Please relabel these ponds on this
detail sheet to F & G to match up to the drainage area delineation, the application
and the calculations.
Response: The labels on the detail sheet have been revised.

Page 3
13.Please provide dimensions for each line and arc of the permanent pool contour.
Without this information, I am unable to make a determination regarding this
project's compliance with the 3:1 L:W requirement.
Response: In order to show compliance with the 3:1 length to width ratio, Exhibit
Maps EX-3 and EX-4 have been added. These exhibit maps shown the normal
pool contour of each pond along with dimensions for the average length and width
for each pond. For ponds with baffles, the artificially created flow path is
dimensioned along with the width of the flow path. The lines and arcs of the
permanent pool contour have also been dimensioned as requested.
14. Please provide a separate pond section view for those ponds with baffles or other
means to create an artificially longer flow path. The section view should show the
distances to the baffle from established points and show the top elevation of the
baffle. The top of the baffle must be at least as high as the temporary pool
elevation.
Response: A separate detail for each pond having baffles to create longer flow
paths has been added to its respective Stormwater Management Plan Sheet
(CG115 or CG124). Each detail shows the top elevation of the baffle. Coordinates
have also been added to the ends of each baffle to ensure that the baffles will be
constructed in the correct location. This information has been added to CG115
and CG124 as well.
15.Please add the nearest intersection of two major roads to a vicinity map. A major
road is any 1, 2, or 3 digit NC, US or interstate highway. Ideally, the vicinity map
should be geared toward driving to the site from Wilmington.
Response: A vicinity map and location map have been added to Sheet CS100.
16.Please report the temporary pool elevation as that elevation above the permanent
pool where the next outlet is available, not the elevation that equates to the 1"
storage volume. For example, if the required i" storage volume is provided at
elevation 13.5, but the next outlet above the permanent pool is at elevation 14,
then the temporary pool should be reported as 14. If you place and overflow slot
or pipe at elevation 13.5, then 13.5 should be reported as the temporary pool
elevation. The same applies to the temporary pool volume -please report the
volume provided at the specified temporary pool elevation.
Response: The temporary pool elevation and storage volume have been revised
accordingly for each pond.

SW8 060110 BhQ's P-1 150 & P-I 155
Subject: SW8 060110 BEQ's P-1150 & P-1155
From: Linda Lewis <[e-mail]>
Date: Wed, 18 Jan 2006 18:05:37 -0500
To: David Boyette <[e-mail]>
CC: Cameron Weaver <[e-mail]>
David:
Attached please find my letter requesting additional information for this project.
Please note that this application is very inadequate, and due to this inadequacy,
you must submit an additional re -application fee of $1000.00 to continue this
review in the Express program.
Hard copy will follow in the mail along with all referenced pages necessary for
revision.
Linda
110.jan06.doc Content -Type: application/msword
Content -Encoding: base64
loft
1/20/2006 7:58 AM

�pF WATF9Q Michael F. Easley, Governor
p G William G. Ross, Jr., Secretary
65 r North Carolina Department of Environment and Natural Resources
>_
p < Alan W. Klimek, P.E. Director
Division of Water Quality
January 18, 2006
Mr. Carl Baker, Director
Design Branch, Public Works Division
MCB-Camp Lejeune
1005 Michael Road
Camp Lejeune, NC
26547
Subject: Request for Additional Information
Stormwater Project No. SW8 060110
BEQ French Creek P-1150 & P-1155
CC# N62470-01 -D-1 141
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received a Stormwater Management Permit Application for
BEQ French Creek P-1150 (Gonzales & Julian Smith) & P-1155 (Gonzales & McHugh) on
January 17, 2006, with a scheduled Express review date of January 18, 2006. A preliminary
review of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
Please remove the elevations shown on the typical pond section detail and
provide a table with the pertinent elevations and orifice size for each pond.
2. The outlet structure details indicate that the orifice is being placed at the
temporary pool elevation. Please revise these details so that the orifice invert is
at the permanent pool elevation. The pond cannot draw down to the permanent
pool elevation in 2-5 days if the orifice is located at the temporary pool elevation.
3. The outlet structure details also show the orifice located within a "slot" whose
invert appears to be the temporary pool elevation. The slot is OK as long as it's
invert is the temporary pool elevation or higher, but the orifice should not be
located in such a slot. The orifice must be the only outlet available at the
permanent pool elevation.
4. A swale is not the same thing as a vegetated filter. Please design adequate filters
based on the attached sketch. The flow spreader mechanism of the filter is
placed on contour such that flow is evenly dispersed across the entire width of
the filter. The filter itself is flat from side to side, with a longitudinal slope of 5% or
less. The 30' foot is measured parallel with the flow.
5. Please show the location of and label each 30' vegetated filter on the plans.
Additionally, please add a pond -specific detail of the filter showing the flow
spreader mechanism, contours, and spot elevations for the filter.
6. Based on interpolating the surface area at the specified design pool elevation,
from the area and volume tables provided in the calculations, each pond's 1"
storage volume is deficient: Please provide sufficient storage for the 1" volume.
Notch Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Service 1-877-623.6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2oenr.state.nc.us
An Equal OpportunitylAffirmative Action Employer— 50% Recycledf10% Post Consumer Paper
NorthCaroklia
Aatmratfil

Mr. Baker
January 18, 2006
Stormwater ApplicationNo. SW8.060110
7. There is an error in the surface area design calculations for Pond C. At
42% impervious, a 4.0 design depth, and using the 85% TSS chart, the
SAIDA ratio is 3.34%, not 2.74%. Please correct and revise the application
and plans as necessary.
8. At 17%, the forebay volume for Pond B is a little below the acceptable
range of 18% - 22%. Please provide more volume in this forebay such that
it will fall in the acceptable range.
— - - 9. The supplement for Pond B indicates that the drainage area and built -
upon areas are the same as for Pond A, which is not correct. Please
correct and revise the supplement.
10. The orifice sizing calculations for Pond G indicate that the acceptable
range of diameters for that pond are between 1.2" and 1.9", however, a 1"
orifice has been chosen. Please choose a correct orifice size and revise
the application and plans as necessary.
11. Please remove Weeping Love Grass from the seeding schedule. This
grass is not recommended for use in North Carolina as either a temporary
or permanent ground cover.
12. A detail sheet labeled for Ponds F & G has not been provided, however,
there is a detail sheet for Ponds A and B under P-1155. Please relabel
these ponds on this detail sheet to F & G to match up to the drainage area
delineation, the application and the calculations.
13. Please provide dimensions for each line and arc of the permanent pool
contour. Without this information, I am unable to make a determination
regarding this project's compliance with the 3:1 L:W requirement.
14. Please provide a separate pond section view for those ponds with baffles
or other means to create an artificially longer flow path. The section view
should show the distances to the baffle from established points and show
the top elevation of the baffle. The top of the baffle must be at least as
high as the temporary pool elevation.
15. Please add the nearest intersection of two major roads to a vicinity map. A
major road is any 1, 2 or 3 digit NC, US or interstate highway. Ideally, the
vicinity map should be geared toward driving to the site from Wilmington.
16. Please report the temporary pool elevation as that elevation above the
permanent pool where the next outlet is available, not the elevation that
equates to the 1" storage volume. For example, if the required 1" storage
volume is provided at elevation 13.5, but the next outlet above the
permanent pool is at elevation 14, then the temporary pool should be
reported as 14. If you place an overflow slot or pipe at elevation 13.5, then
13.5 should be reported as the temporary pool elevation. The same
applies to the temporary pool volume -please report the volume provide at
the specified temporary pool elevation.
Due to the inadequacy of this application, the Division is requiring a re-
application fee of $1000.00 to continue the review of this project in the Express
program.
Page 2 of 3

Mr. Baker
January 18, 2006
Stormwater Application No. SW8 060110
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to February 1,
2006, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be revised and returned or new originals must be provided.
Copies are not acceptable. If you' have any questions concerning this matter please feel
free to call me at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
ENB/arl: S:IWQSISTORMWATERIADDINFO120061060110.jan06
cc: David Boyette, Stewart Engineering
Linda Lewis
Page 3 of 3

f ,r
STEWART
LETTER OF TRANSMITTAL
`"`'✓ `j
TO 41C' FROM
Cameron Weaver
David Boyette
NCDENR Express Permitting Unit
Civil Department
127 Cardinal Drive Extension
[phone] x (166)
Wilmington, NC 28405
DATE SENT VIA
January 17, 2006 Hand Delivery
PROJECT NUMBER PROJECT NAME
C5039 Camp Leleune BEQ - French Creek P1150/1155
COPIES DATE DESCRIPTION
2
01-16-06
Construction Drawings
1
01-17-06
Check in the amount of $5,400 for Review Fee & S&EC Fee
1
01-17-06
Signed 5tormwater Permit Application and forms
2
01-18-06
Storm Drainage Calculations incl. Exhibit Maps)
For approval
For review & comment
Returned for corrections
For your use
Approved as submitted
Returned after review
As requested
❑
Approved as noted
Resubmit copies for approval
COMMENTS
Cameron,
Please find the attached submittal package for Stormwater Express Reviews. Please
call (or have Carol call) me directly at [phone] ext 166 if additional
information is needed or if any questions are encountered. Thanks!
SIGNED �(
David Boyette
COPIED TO
ENGINEERING. INNOVATION. SOLUTIONS.`
260 TOWN MALL DR MORRISVILLE, NC T 319.380.8750
5WfEC 21560 r 919.SE0.9752

STEWART ENGINEERING, INC. FBI WACxoviA
GENERAL ACCOUNT
260 TOWN HALL DR, SU ITE C 56-1621531
MORRISVILLE, NC 27560
[phone]
PAY Five Thousand Four Hundred and 00/100 Dollars
Mo. :]K
CHECK DATE January 17, 2006
e
AMOUNT $5 400.00
TO NCDENR LC
127 Cardinal Drive Extension
Wilmington NC 28405-2845 /1
S � 0u C)1 �D
STEWARTENGINEERING, INC, GENERAL ACCOUNT 16882
Invoke Number
Date
Voucher
Amount
Discounts
Previous Pay
Net Amount
Permit Fee
1/17I06
0014801
5,400,00
5,400,00
NCDENR
Totals
5,400.00
5,400.00
,a
RECEIVED
JAN 1 7 2006
BY:

• 1 1 \ ll\\ ------- ........ ....... .
North Carolina Departmont of Environment and Nalural Resources r, ,p
127 Cardinal Drive, Wilmington NC 28405 (910) 395-390u FAX [phone]W C
Request for Express Permit Review
FILL -IN all information ,below and CHECK req{Aired Permit(s).
FAX or email to Cameron. Weaver®nemail.net along with a narrative Bind vicinity map of the project location.
Projects must be submitted by 9.00 A.M. of the review date, unless prior arrangements are made.
APPLICANT Name Camp LeJeune Madne Corps Erase
Company _
Address: Gonzalez & McHugh Blvd City/State Camp LeJeune, NC ,Zip 28547 County Onslow
Phone [phone]- _fax Emii l
PROJECT Name__ _Camp LeJeune - B Q P1150/P1155__
PROJECT SYSTEM(S) TRIBUTARY TO Go reek (STREAM NAME:) White Oak RIVER BASIN
ENGINEER/CONSULTANT
Company _ Stewart Engineerin&inc.
Address 260 Town Hall Drive City/State Mor lsville NC Zip 27560 County Wake
Phone_ [phone] _ _ _ —Fax [phone] Email dboyette®stewart-ena.com
State or National Environmental Policy Act (SEPA, NEPA) — EA or EIS Required[] Yes ❑ No
❑ STREAM ORIGIN Determination; # of stream calls; Stream (dame
® STORMWA TER ❑ Low Density ® High Den rity-Detention Pond [I High Density -Other
Wetlands MUST be addressed bel w ❑ Low Density -Curb & Gutter ❑ ligh Density -infiltration ❑ Off Site
---- --- ---- -----------------------------------------------------------
❑ COASTAL ❑ Excavation & Fill [] Bridges & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development [] Marina Development ❑ Urban Waterfront
---- - -.-. _ -- ----------------- ----
® LAND QUALITY ® Erosion and Sedimentation Control Plan with '6.29 acres to be disturbed.
WETLANDS (401) Wetlands on Property ® Yes ❑ No' Isolate Id Wetlands on Property ❑ yes ® No
Check all that a0ly Wetlands Will Be Impacted ] Yes ® No Wetland Impacts: _0.4 Acre(s)
Wetlands Delineation has beert completed ® Yes ❑ No ❑ Buffers Impacted: 0.0Acre(s)
USACOE Approval of Delineation completed ® Yes [ ] No
404 Application in process w/U:iACOE ❑Yes ®No 1 'Permit received from USACE []Yes []No
401 Application required ❑Yes ® No If Yes, ❑ Regular ❑ Express
Additional fees, not to exceed 50% of the original Express Review permit application fee, may be charged for
subsequent reviews due to the insufficiency of the permit applications.
SUBMITTAL DATES:
SW
CAMA
LOS
401
For DENR use only
Fee Split for multiple pem-lits:
Total Fee Amount $
�.a acianac�r� OUT �ui�aaui�u� ��ema�s dLo:ao so oZ Daa

PROJECT SUMMARY
CAMP LEJELINE — BEQ P1150111155
CAMP LEJEUEN, NORTH CARO1_INA
The proposed project includes the construction of four Bachelor Enlisted
Quarters (BEQ) buildings on two adjacent sites on the campus of Camp
LeJeune Marine Corps Base. The sites currently exii;t as logged woods land.
Each site is approximately 15 acres in size with a toi:al disturbed area of 26
acres. US Army Corps of Engineers delineated wetliinds exist on both sites
but will not be impacted by the proposed project. III addition to the four BEQ
buildings, surface parking, and recreational amenities (basketball and
volleyball courts) will be constructed on site. Stormwater will be treated
using a combination of wet detention ponds and bioretention areas to meet
the States stormwater regulations for development within coastal counties.
The project site is not within 575 ft of ORW or 0.5 miles of SA waters.
During construction the proposed wet detention pon Js will be used as
sediment basins to meet sedimentation and erosion control regulations.
g•d .
ZSLBOBEGIG ouI 2UIJaaut9u3 qJemalS d90:00 SO 02 oaa

r
FAX TRANSMITTAL
ti.iTM
S T E W A R T TO I"ROM
Cameron Weaver
David Boyette
Recipient Company Name
.itewart Engineering
F(910)350-2004
7 919.380.8750 x166
log NUMBER REFERENCE
C5039 NCDENR Express, Review
DATE NO. PAGES HARD COPY MAILED
12-20-05 3 (including cover sheet) NO
COMMENTS
Cameron,
The Request for Express Permit Review for the project that is most critical to us is
attached. As we dISCLIssed In our telephone conversation, we would like to
schedule our pre submittal meeting on Mon0y, January 9th if at all possible. We
have three projects that will be handled through Express Review and were hoping
to have all pre submittal meeting at once on Ianuary 9th. If you cannot find time
on the 9th do to all three, the Camp LeJeune project is most critical. I will fax you
the request forms and narrative for the other two projects this afternoon. If the
9th does not work for the three projects, could we schedule the remaining two for
January 16th? Please feel free to call me to discuss. (Our email is down today.)
Thank you for making an effort to schedule us on the 9th.
Thank you,
Dave Boyette
If there is a problem with this 1:ansmi5sion, or if you have rective6 this transmission in error, please call 919-380.8750.
ENGINEERING, INNOVATION. SOLUTIONS.- 71010wu HALL UR HQRR14WiLL4r, NC , aiv 10n 87SO
sJ11EC V56o r ll) S80.6757
• A -7r-, Onocc T 0 OUT 2u 1 Jaau 1 2ua jjemajS JLo : 20 go 02 oa❑