SW8100201_HISTORICAL FILE_20100611

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 07-D f
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
zC> i a o b+ 1
YYYYM M DD

State Stormwater Management Systems
Permit No. SW8 100201
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL 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
USMCB Camp Lejeune
French Creek BEQ P-1017 & P-1047
Sneads Ferry Road, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of one (1) wet detention pond in compliance
with the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter
collectively referred to as the "stormwater rules') 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 June 11, 2020, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. 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 Section 1.8 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 305,377 square feet of
impervious area.
3. A 50' wide vegetative buffer must be provided adjacent impounded structures,
streams, rivers and tidal waters.
4. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans.
5. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
Page 2of7

State Stormwater Management Systems
Permit No. SW8 100201
Q
7
The runoff from all built -upon area within the permitted drainage area(s) of this
project must be directed into the permitted stormwater control system.
The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a. Drainage Area, acres:
Onsite, ft :
Offsite, ft2:
b. Total Impervious Surfaces, ft2:
Onsite, ft :
Offsite, ft2:
C. Design Storm, inches:
d. Average Pond Design Depth, feet:
e. TSS removal efficiency:
f. Permanent Pool Elevation, FMSY
g. Permanent Pool Surface Are4, ft
h. Permitted Storage Volume, ft':
i. Temporary Storage Elevation, FMSL:
j. Pre-dev. 1 yr-24 hr. discharge rate, cfs:
k. Controlling Orifice:
I. Orifice flowrate, cfs:
M. Permitted Forebay Volume, ft3:
n. Fountain Horsepower
o. Receiving Stream/River Basin:
P. Stream Index Number:
q. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
12.52
545,294
None
305,377
305,377
None
1.5
5.0
90%
15.2
27,880
39,423
16.2
15.67
3.5"O pipe
0.18
25,224
113
Cogdels Creek 1 White Oak
19-23
"SC; NSW"
1. 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 time 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. Mowin.9 and re -vegetation 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.
4. 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.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 100201
5. 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 this pond is 113 horsepower.
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 inspection and maintenance shall be
maintained via appropriate recorded easements at all times.
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 development, subdivision, acquisition, lease or sale of any, 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. Prior to the construction of any permitted future areas shown on the approved
plans, the permittee shall submit final site layout and grading plans to the
Division for approval.
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
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.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 100201
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. At least 30 days prior to a change of ownership, or a
name change of the permittee or of the project, or a mailing address change, the
permittee must submit a completed and signed Name/Ownership Change Form
to the Division of Water Quality, accompanied by the supporting documentation
as listed on the form. The approval of this request will be considered on its merits
and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request. Neither the sale of the project
nor the conveyance of common area to a third party constitutes an approved
transfer of the stormwater permit.
3. 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.
4. 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.
5. 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.
6. 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.
7. The permit remains in force and effect until modified, revoked, terminated or
renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and re -
issuance or termination does not stay any permit condition.
8. 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.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 11th day of June, 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Al
for Coleen H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 100201
French Creek BEQ P-1017 & P-1047
Stormwater Permit No. SW8 100201
Onslow County
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 specifications:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 100201
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 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 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 and located 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.
_16. All components of the stormwater BMP are located in either recorded
common areas, or recorded easements.
cc: NCDENR-DWQ Regional Office
Onslow County Building Inspections
Page 7 of 7

MEMORY TRANSMISSION REPORT
FILE NO.
223
DATE
06.11 11:51
TO
g 919104512927
DOCUMENT PAGES
S
START TIME
11:51
END TIME
11 1:52
PAGES SENT
0 \
STATUS
-J
D050
TIME :06-11-'10 11:52
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
TX FAILURE NOTICE**
Stale of North Carotlaa
>Dnpw r�w+ent of Eovkr+onment and Naturak Rcnou rcea
W I{�{AgtOR ReQioA A{ QTca
IRaviri(fr Rwwaw Paa'flpa. Govaraor FA7G GpVER STET Urr Fra.eswow. Sa-crctary
Phone: (910179d-733d
127 Car6knal 17riv Ex[emaian, W ilminston, NC " &4t a <910) 79Fr721 7 o M P_q­1 f_lpporronity AM7 rlv / Iir Lmp'�oyer

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date
Co: G�/� P G- E✓� Ey� �' /mil �-�
Fax:
Re:
No. Pages (excl. cover):
From: Jo Casrner
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 0 (M) 746-7215 o An Equal Opportunity Affirmative Action Emp lover

Permit Number SW8100201
Program Category
State SW
Permit Type
State Stormwater
Primary Reviewer
chris.baker
Coastal SW Rule
Coastal Stormwater - 2008
Permitted Flow
Facility Name
French Creek BEQ P1017 and P1047
Location Address
Sneads Ferry Rd
Camp Lejeune NC 28547
Central Files: APS SWP
06/11/10
Permit Tracking Slip
Status
Project Type
Active
New Project
Version
Permit Classification
1.00
Individual
Permit Contact Affiliation
Major/Minor Region
Minor Wilmington
County
Onslow
Facility Contact Affiliation
Owner Name
Owner Type
Commanding Officer US Marine Corps - Camp Lejeune
Government - Federal
Owner Affiliation
Carl H. Baker
Psc Box 20004
Camp Lejeune NC 285420004
Dates/Events
Scheduled
Orig Issue App Received Draft Initiated Issuance
Public Notice Issue Effective Expiration
06/11/10 06/03/10
06/11/10 06/11/10 06/11/20
Regulated Activities
Requested/Received Events
State Stormwater - HD - Detention Pond
Deed restriction requested
Deed restriction received
Outfall NULL
Waterbody Name Stream Index Number Current Class Subbasin

WET DETENTION POND ANALYSIS - ALL RULES
FILE NAME:
S:IWQSISTORMWATERIEXCELSPREADSHEETSIPONDI100201
PROJECT #: SW8
100201
REVIEWER: C. Baker
Initial Run Date 06/1012010
PROJECT NAME:
French Creek BEQ P1017 & P1047
Last modified 10-Jun-10
Receiving Stream:
Cogdels Creek
Class: Sc;Nsw
Drainage Basin:
While Oak
Within 112 mile SA? In Y or N
Index No. 19-23
Site Area
12.66
acres
OO Drainage Area
545294.00
square feet
DA Area
12.52 acres
Rules- "2008" or "Ph2"
2008
IMPERVIOUS AREAS - BUA
Runoff C
Buildings
50938.00 square feet
1
user inpu
Street
49495.00 square feet
0.98
formula
Parking
184475.00 square feet
0.99
SW
10128.00 square feet
0.95
Other
10341,00 square feet
0.98
Furture
square feet
BUA at dill. DS®
square feet
TOTAL
F 305377.00 square feet
SURFACE AREA CALCULATION (wills added DA and BUA at different design storm)
Overall % Impervious
F 56.00%
SA/DA Ratio
3.98%
Average Design Depth
5
feet
Req. SA
21704 sf
TSS, 85 or 90:
90
%
Prov. SA
27880 sf
TEMPORARY POOL AND FOREBAY VOLUME CALCULATIONS
New BUA
Old BUA
Drainage AreaO
545294.00
sf
BUA
305377.00
0.00
sf
Post development Rv=
0.554
#DIVIG!
unitless
Old BUA Design Storm
inches
Old BUA Design Volume
0
1.5" New BUA Design Storm Volume
37763
1 yr. 24 hour precipitation depth (inches)
from NOAA chart
Predevelopment Rv value
Use 0.05 if no existing 8UA
1 yr. 24 hr. Pre -development volume
0
cubic feet
1 yr, 24 hr, Post -development volume
0
cubic feet
2D08 Design Volume 37763
cubic feet
Phase 2 Design Volume
37763
cubic feet
Required Volume
37763
cf
Area, sf
Inc. volume
Acc. volume
Top of Sediment
9.00
msl .........
14985.00
0.00
0.00
Bottom of Shelf
14.70
msl..........
24694.00
113085.15
113085.15
Permanent Pool
15.20
msl.........
27880.00
13143.50
126228.65
Top of Shelf
15.70
msl..........
42746.00
17656.50
143885.15
Temporary Pool
16.20
msl.........
44325.00
21767.75
165652.90
Volume met at elev
16.16
Imsl
FOREBAY
Vol. Prov. at TP
39424.25
cf
Perm. Pool Volume=
126229
Req. Forebay Volume=
25246
Provided Volume=
25224.00
Percent=
20.0%
Calculated Averatie Depth, feet
15.05
Max Pumo HP
1/2
ORIFICE CALCULATION
Average Head
Flow 02, cfs
Flow 05, cfs
No. of Orifices
Diameter, inches
Drawdown =
1 yr 24 hr intensity, in/hr
Runoff Coefficient
1 yr 24 hr peak 4
Orifice flow<1yr24hr?
feet Q2 Area = 12.25
cfs Q5 Area = 4.90
CIS Orifice Area = 9.62
Avg, Flow Q= 0,172
or weir H x W in x
days '# of end contractions, N =
NOAA chart @i discharge coefficient, C
unitless Effective weir length, L =
cfs
sq. inches
sq. inches
sq. inches
cfs
in
OAO
0.28
0.219
0.087
1
3.50
2.5
0.16
0.66
1.32
YES -OK
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines.

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STORMWATER MANAGEMENT CALCULATIONS
For
FY09 FRENCH CREEK BEQ P-1017 P-1047
PREPARED FOR
Deputy Public Works Officer
Bld 1005 Michael Road
MCB Camp Lejeune 28547
Prepared by:
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License C-271D
1����}'... ��;271
'Howard Resrflk, P.E.
JUN 3 Z010

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
FOR STORMWATER EXPRESS REVIEW
June 2010
PROJECT NAME: FY09 French Creek P-1017 P-1047
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: The project area for this development is 12.66 acres with 27 acres of disturbance. There are no wetlands
within the project limits. This project is for the construction of three BEQ buildings, parking lot and recreation courts. The owner is
the United States Marine Corps. Water and sewer utilities will be provided by the BASE.
Stormwater from the site will drain to SC, NSW waters located in the White Oak River Basin (Index # 19-23). This project is subject
to Coastal Stormwater Regulations. The project will be high density utilizing underground conveyance pipe and open channels to
discharge stormwater into a wet basin designed for 90% TSS removal. All proposed impervious inside the project limits will be
collected. Proposed impervious for the site is 55%. There are no buffer requirements for the development. No offsite runoff will be
entering the site. The site will have access to Sneads Ferry Road from an existing road that runs into the site. ECS performed SHWT
determinations for the site and their findings were utilized to design the pond.
PROJECT BMP: high density/ wet basin.
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright
[e-mail]
910 7914441 office
910 791 1501 fax
JUN 0 S 2010
BY

PROJECT DATA:
Existing Site Data (areas within property boundary):
wetland area 0.00 sf (0.00 acres)
upland area 551,752 sf (12.66 acres)
Total site area 551,752 sf (12.66 acres)
Proposed Site Data:
Proposed Building 50,938 sf (1.17 acres)
Proposed asphalt/curb and gutter 184,475 sf (4.23 acres)
sidewalks 10,128 sf (0.23 acres)
Fire access road 49,495 sf (1.14 acres)
Recreation 10,341 sf (0.24 acres)
Total proposed impervious area 3059377 sf (7.01 acres)
Soil Tomes:
Abbreviation Type and Description Hydrologic Group Area
Bab Baymeade A 12.66 ac
(See,attached soils map and pages 132-134 of Table 15, "Physical and Chemical Properties of the
Soils")

POND CALCULATIONS
Pre-dev.
Value of Runoff Coefficient (c) for Rational Formula = 0.20
Area = 545,294 sf or 12.52 acres
Qmax for pre-dev 1-yr storm = 15.67 cfs
Post Dev
Value of Runoff Coefficient (c) for Rational Formula = 0.54
Area = 545,294 sf or 12.52 acres
((305,377 x 0.95) + (239,917 x 0.20))1545,294 = 0.620 or 0.62
Qmax for post-dev 1-yr storm = 48.59 cfs
Routed site — areas draining to pond routed through pond (see hydrograph summary & reports):
Qmax for post route 1-yr storm = 0.16 cfs
Summary:
Qmax for routed post dev 1-yr/24-hr storm = 0.16 efs < 15.67 cfs.... O.K.
i�v c
JUN U 9 2U10

WET DETENTION BASIN CALCULATIONS
FRENCH CREEK BEO POND
DETERMINE IMPERVIOUS PERCENTAGE
area to basin =
545,294
sf
12.52
acres
buildings =
50,938
.sf
1.17
acres
paved area =
184,475
sf
4.23
acres
sidewalks=
10,128
sf
0.23
acres
recrecational =
10.341
sf
0.24
acres
fire mad =
49,495
sf
1.14
acres
total impervious surface =
305,377
sf
7.01
acres
total non -impervious surface =
239,917
sf
5.51
acres
percent imp. = 56.0 %
DETERMINE REQUIRED SURFACE AREA
from 90 % TSS Removal Chart:
@ depth = 5 ft
imp %
SAlDA
50
3.5
56.0
x
60
4.3
x =
3.98
minimum surface area =
0.0398 x 545,294 sf
=
21,704 sf
surface area provided = 27,880 sf @ elevation 15.2
1.5" VOLUME DETERMINATION:
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 56.0 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv= 0.05 + 0.009 (1)
Rv = 0.55 inlin
DETERMINE VOLUME
design storm = 1.5 inch
Rv= 0,55 infin
drainage area = 12.52 acres
volume = ?
volume = (design storm)(Rv)(drainage area)
volume = 0.9 acre-ft
volume = 37,763 cf of required storage volume
BY
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

WET DETENTION BASIN STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION AREA VOLUME
STORAGE
(FT) (SF)
(cf)
(cf)
1 4,985
10 16, 6
15.771
11 18,183
17,370
12 19,866
19,025
13 21,606
20,736
14 23,403
22,5C5
Bottom Shelf 14.7 24,694
16,834
15 26,587
7,692
PP 15.2 27,880
5,447
-
Top Shelf 15.7 42,746
17,657
17,657
16 43,687
12,965
30,621
State Storage 16.2 44,325
8,801
39,423
17 46,875
45,600
85,023
volume at permanent pool (elev. 15.2) =
125,378
cf
1.5" storage volume provided (alev. 16.2) -
39,423
cf
total volume of basin =
210,400
cf
surface area at bottom of 10:1 shelf ( 14.7) =
24,694
sf
volume at bottom of 10:1 shelf =
112,239
cf
surface area at top of 10:1 shelf (15.7) =
42,746
sf
volume at top of 10:1 shelf =
143,034
cf
minimum forebay volume =
25,076
cf
AVERAGE POND DEPTH
AREA BOTTOM SHELF (ABS) = 24,694 SF
AREA PP (APP) = 27,880 SF
AREA BOTTOM POND (ABP) = 14,985 SF
DEPTH = 14.7 -9 =
5.7
ft
(0.25 X (1 + (ABSIAPP)))+(((ABS+ABP)12) X (DEPTHIABS))
AVERAGE DEPTH = 5.05
FOREBAY 1 STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION
AREA VOLUME
STORAGE
(FT)
(SF) (cf)
(cf)
11
1,635
12
2.160 1.898
1,898
13
2.742 2.451
4.349
14
3.380 3.061
7,410
15
4.594 3.987
11.397
15.2
6,116 4,855
16.252
forebay volume provided =
16,252 cf
FOREBAY 2 STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION
AREA VOLUME
STORAGE
(FT)
(SF) (cf)
(cf)
11
693
12
1,026 860
860
13
1,416 1,221
2.081
14
1,862 1,639
3,720
15
2,750 2,306
6,026
15.2
3,143 2,947
8,972
forebay volume provided -
8,972 cf
1 `'.1 1-1 ram'
3UN i) 3 2010
COASTAL SITE DES{GN, PC
PO BOX 4041
WILMINGTON, NC 28406

STAGE - DISCHARGE TABLE:
size of orifice (In) = 3.50
crest length of we r cut (ft) = 0.00
crest length of grates (so = 4.0
crest length of spillway (ft) = 20.0
ELEVATION 3.5' PVC WEIR
(ft) (cfs) (cfs)
15.2 0.00
16 0.29 no weir cut
16.2 0.32 no weir cut
17 0.43 no weir cut
PVC DRAW DOWN
Orifice size = 3.50 in
Normal Pool Storage Elev. = 15.2
1.5" storage Elev. = 16.2
elevation of orifice = 15.2
elevation of weir cut = 0.0
elevation of grates = 16.2
elevation of spillway = 16.5
GRATES SPILLWAY TOTAL
(cfs) (cfs) (cfs)
- 0.29
0.00 0.32
9.45 21.21 31.09
Orifice coefficient (C) = 0.6
Average head from 1.5' storage to orifice (h) = (16.2 - 15.2) t3 =
0.33 ft
Orifice cross sectional area (A) = pi x r12 = 3.14 x (d12)^2 =
0.06678 sf
Acceleration due 10 gravity (g) =
32.2 ftls^2
C=CA (2gh)^1;2 = 0.6 x 0.06678 x (2x32.2x0.33)^112 =
0.18564 cfs
39.423 t 0.18564 = 212,358 seconds =
2.46 nays
I
sins o � za3o
�J -
I, -
COASTAL SITE DESIGN, PC
PO 90X 4041
WILMINGTON, NC 28406

Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
description
1
Rational
15.67
1
5
4,702
--
-
Pre Dev
2
Rational
48.59
1
5
14,576
—
Post Dev
3
Reservoir
0.158
1
10
11,389
2
15.61
14,530
Routed
. 1741-4 �
l JUN o 3 20to
BY
BEQ_site.gpw
Return Period: 1 Year
Wednesday, Jun 2, 2010

Hydrograph Report
Hydraflow Hydrographs by lntelisolve v9.1
Wednesday, Jun 2, 2010
Hyd. No. 1
Pre_Dev
Hydrograph type
= Rational
Peak discharge
= 15.67 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 4,702 cult
Drainage area
= 12.520 ac
Runoff coeff.
= 0.2
Intensity
= 6.259 inlhr
Tc by User
= 5.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 111
Q (cfs)
18.00
15.00
12.00
"I
3.00
0.00 Y '
0 1
— Hyd No. 1
Pre_Dev
Hyd. No. 1 — 1 Year
2 3 4 5 6
Q (cfs)
18.00
15.00
12.00
M
M
3.00
_ 'M 0.00
7 8 9 10
Time (min)
JUN 032010

Hydrograph Report
HydraFlow Hydrographs by Intelisolve v9.1
Wednesday, Jun 2, 2010
Hyd. No. 2
Post_Dev
Hydrograph type
= Rational
Peak discharge
= 48.59 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 14,576 cult
Drainage area
= 12.520 ac .:.,
Runoff coeff.
= 0.62*
Intensity
= 6.259 inlhr
Tc by User
= 5.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 111
Composite (Area/C) = [(7.010 x 0 95) + (5.510 x 0.20)] 112.520
0 (cfs)
50.00
40.00
30.00
10.00
0.00 -�-- --��
0 1
�---- Hyd No. 2
Post Deg
Hyd. No. 2 -- 1 Year
2 3 4 5 6 7 8 9
'JINN 0 3 2010
i
Q (cfs)
50.00
40.00
30.00
20.00
10.00
-N- 0.00
10
Time (min)

Hydrograph Report
Hydraflow Hydrographs by lntelisolve v9.1
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval -
= 1 min
Inflow hyd. No.
= 2 - Post _Dev
Reservoir name
= BEQ Pond
Storage Indication method used.
Q (cfs)
50.00
40.00
10.00
0.00 `-
0 300
— Hyd No. 3
Peals discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Routed
Hyd. No. 3 — 1 Year
Wednesday, Jun 2, 2010
= 0.158 cfs
= 10 min
= 11,389 cult
= 15.61 ft
= 14,530 cult
600 900 1200 1500 1800 2100 2400 2700
Hyd No. 2 "FIE71—t Total storage used = 14,530 tuft
JUN 0 3 2010
13Y:
Q (cfs)
50.00
40.00
30.00
20.00
10.00
1 0.00
3000
Time (min)

Pond Report
Hydraflow Hydrographs by Intelisolve Al
Pond No. 1 - BEQ Pond
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 15.20 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 15.20 27,880 0 0
0.80 16,00 43,687 28,388 28,388
1.00 16.20 44,325 8,800 37,189
1.80 17.00 46,875 36,472 73,660
Wednesday, Jun 2, 2010
Culvert 1 Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
ID]
Rise (in)
= 18.00
3.50
0.00
0.00
Crest Len (ft)
= 4.00
20.00
0,00
0.00
Span (in)
= 18.00
3.50
0.00
0.00
Crest El. (ft)
= 16.20
16.50
0.00
0.00
No. Barrels
= 1
1
0
4
Weir Coeff.
= 3.33
2.60
2.60
3.33
Invert El. (ft)
= 15.20
15.20
0.00
0.00
Weir Type
= Riser
Broad
Broad
--
Length (ft)
= 39.00
1.00
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 0.50
0.00
0.00
nla
N-Value
= .013
.013
.013
n1a
Orifice Coeff.
= 0.60
0.60
0.60
0,60
Exfll.(inlhr)
= 0,000 (by Contour)
Multi -Stage
= nla
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
2.04
1.80
1.60
1.40
1.20
1.00
0,80
0.64
0.40
0.24
0 00
Note: CulvertfOririce outflows are analyzed under inlet {ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage 1 Discharge Elev (ft)
17.20
17.00
16.80
16.60
16.40
16.20
16.00
15.80
15.60
15.40
15.20
0.00 1.00 2.00 3.00 4,00 5.00 6.00 7.00
Total Q Discharge (cfs)
�.�
JUN 0 3 2010
PY:

i TM
E C S C A R O L I N A S, L L P "seffing the Standard for Service"
GAROLINas Geotechnical - Construction Materials • Environmental • Facilities
April 28, 2010
Mr. Aaron Edksson
RQ Construction Inc.
3194 Lionshead Avenue
Carlsbad, California 92010
Reference: Report of Seasonal High Water Table Estimation
French Creek BEQ P-1017-1047
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.18763B
Dear Mr. Eriksson:
ECS Carolinas, LLP (ECS) recently conducted an estimation of the Seasonal High Water Table
(SHWT) for the proposed stormwater best management practice (BMP) areas at the proposed
1=rench Creek BEQ P-1017-1047 on Camp Lejeune, Onslow County, North Carolina. This letter,
with attachments, is the report of our estimation.
Field Testing
On April 21, 2010 ECS conducted an exploration of the subsurface soil and groundwater
conditions at four requested locations shown on the attached Boring Location Plan (Figure 1).
The purpose of this exploration was to estimate the depth of the SHWT of the in -place soils for
the proposed stormwater BMP areas. The locations were surveyed prior to ECS's visit. ECS
explored the subsurface soil and groundwater conditions by advancing one hand auger boring
into the existing ground surface at the requested boring locations. ECS visually classified the
subsurface soils and obtained representative samples of each soil type encountered. ECS
recorded the SHWT and groundwater level observed at the time of each hand auger boring.
The attached SHWT sheet provides a summary of the subsurface conditions encountered at
each hand auger boring location.
The area in which boring locations 1 and 2 were located had been cut approximately four feet
below the former existing grade elevation. ECS advanced one additional boring (#3) adjacent to
boring number one in the natural grade elevation.
1
.SUN 0 3 2010
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 • T: 910-68"114 • F: 910-686-9666 • www.ecsiimited.com
ECS Carollnas, LLP • ECS Florida, LLC • ECS lAlnols, LLC • ECS Mild-Atlanttc, LLC • ECS Southeast, LLC ECS Texas, LLP

Report of SHWT Estimation
French Creek BEQ P-1017-1047
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15763E
April28, 2010
The groundwater level and the SHWT were estimated at each boring location below the existing
grade elevation. Below is 'a summary of each boring location.
Location
Water Level
SHWT
1
10 inches
0 inches
2
8 inches
0 inches
3
38 inches
24 inches
4
60 inches
42 inches
5
40 inches
30 inches
The SHWT may vary within the proposed site due to changes in subsurface conditions and
elevation.
Closure
The activities and evaluative approaches used in this assessment are consistent with those
normally employed in assessments of this type. Our evaluation of site conditions has been based
on our understanding of the project information and the data obtained during our field activities.
ECS appreciates the opportunity to provide our services to you on this project. If you have any
questions concerning this report or this project, please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
K. Brooks Wall
Project Manager
Walid M. Sobh, P.E.
Principal Engineer
CC: Ryan Littleton — Calibre Engineering; Rodney Wright — Coastal Site Design, PLLC
Attachments: Boring Location Plan
SHWT sheet
C 5 v �ai.�
2
JUN 0 3 2010
E-"Y-

U
APPROXIMATE BORING LOCATIONS
French Creek Site
Figure 1— Boring Location Plan
Camp Lejeune, Onslow Co., NC
Provided by: Calibre Engineering
ECS Project No. 22-15763B
April 21, 2010
KBW I
JUN 0 3 2010
rJ Y

Season High Water Table Estimation
French Creek BEQ P-1017-1047
Camp Lejeune, Onslow Co., North Carolina
ECS Project No. 22.1576313
April 21, 2010
Location Depth Soil Description
1 0-24" Tan/gray fine SAND
Seasonal High Water Table was estimated to be at 0 inches below the
existing grade elevation.
Groundwater was encountered at 10 inches below the existing grade
elevation.
Location Depth Soil Description
2 0-24" Tan/gray fine SAND
Seasonal High Water Table was estimated to be at 0 inches below the
existing grade elevation.
Groundwater was encountered at 8 inches below the existing grade
elevation.
Location Depth Soil Description
3 0-48" Tan/gray fine SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Groundwater was encountered at 38 inches below the existing grade
elevation.
Location Depth Soil Description
4 0-181, Gray fine SAND
18"-60" Tan/orange fine SAND
Seasonal High Water Table was estimated to be at 42 inches below the
existing grade elevation.
Groundwater was encountered at 60 inches below the existing grade
elevation.
JUN 0 3 2010

Season High Water Table Estimation
French Creek BEQ P-1017-1047
Camp Lejeune, 4nslow Co., North Carolina
ECS Project No. 22.15763B
April 21, 2010
Location Depth
Soil Description
5 0-18"
Gray silty SAND
18"-30n
Gray fine SAND
30"-40"
Hard Pan
40"-60"
Tan/gray fine SAND
Seasonal High Water Table was estimated to be at 30 inches below the
existing grade elevation.
Groundwater was encountered at 40 inches below the existing grade
elevation.
JUN 0 3 2010
BY:

Name of Stream
Description
Curr. Class
Date
Basin
Stream Index #
Southwest Creek
From Mill Run to New
C;HQW,NSW
08/01/91
White
Oak
19-17-(6.5)
River
Catherine Lake
From Catherine Lake to
C;NSW
08/01/91
White
Oak
19-17-1
Creek
Southeast Creek
Catherine Lake
Entire Lake
B;NSW
09/01/91
White
Oak
19-17-1-1
Deep Run
From source
to
C;NSW
08/01/91
White
Oak
19-17-2
Southwest Creek
Harris Creek
From source
to
C;NSW
08/01/91
White
Oak
19-17-3
Southwest Creek
Haws Run
From source
to
C;NSW
08/01/91
White
Oak 19-17-4
Southwest Creek
Tank Creek
From source
to
C;NSW
08/01/91
White
Oak 19-17-5
Southwest Creek
Hicks Run
From source
to
C;NSW
08/01/91
white
Oak 19-17-6
(Hickory Run)
Southwest Creek
Mill Run
From source
to
SC;NSW
08/01/91
White
Oak 19-17-7
Southwest Creek
Morgan Bay
Entire Bay
SC;NSW
08/01/91
White
Oak 19-18
Lewis Creek
From source
to New
SC;HQW,NSW
08/01/91
White
Oak 19-19
River
Cow£ord Branch
From source
to New
C;NSW
08/01/91
White
Oak 19-2
River
Wallace Creek
From source
to New
SB;NSW
08/01/91
white
Oak 19-20
River
Bearhead Creek
From source
to Wallace
SB;NSW
08/01/91
white
Oak 19-20-1
Creek
Beaverdam Creek
From source
to Wallace
SB;NSW
0B/01/91
white
Oak 19-20-2
Creek
Town Creek
From source
to New
SC;HQW,NSW
08/01/91
White
Oak 19-21
River
Farnell Bay
Entire Bay
SC;NSW
08/01/91
White
Oak 19-22
,Cogde
ram source
to New
SC;NSW
08/Cl/91
White
Oak 19-23
n�Ci"eekj',,.
River
Frenchs Creek
From source
to New
SC;NSW
08/01/51
White
Oak 19-24
River
Jumping Run
From source
to Frenchs
SC;NSW
09/01/91
White
Oak 19-24-1
Creek
Cowhead Creek'
From source
to Frenchs
SC;NSW
08/01/91
white
Oak
19-24-2
Creek
Duck Creek
From source
to New
SC;NSW
08/01/31
White
Oak
19-25
River
Whitehurst Creek
From source
to New
SC;BQW,NSW
06/01/91
white
Oak
19-26
River
Goose Creek
From source
to New
SC;HQW
08/01/90
White
Oak
19-28
River
Two Pole Branch
From source
to New
SC;HQW
08/01/90
White
Oak
19-29
River
Squires Run
From source
to New
C;NSW
08/01/91
white
Oak
19-3
River
Mill Swamp
From source
to Squires
C;NSW
08/61/91
White
Oak
19-3-1
Run
Page 4 of 11
2009-08-15 07:12:25
JUN 6 3
2M
1

u f
aa! I
CAMP LEJEUNE, N. C.
l 34077—F3-TF-C24
• s ti v 2s — 1952 }
PHOTOREVISED 197L
DMA 5553 III NE—SERIF-SV942
?±_ a
' X28
47,
- oa-
zz
N 6 4
t-- � - � •.-�:. _ :�". :,, ere k
ec�d=
eg"T -
T � I \Chive -in
i S I i • Theate
MWA 11,
,JUN o 3 2010
BY:
T-AP-
tl 1 � _ •,t
1\
) Zh 1 •�
I�
d� r —

POINT PRECIPITATION,`"
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
WMMINGTON WSO AIRPORT, NORTH�CAROLINA (31-9457) 34.2683 N 77.9061 W 26 feet
from ?feciPMt!len-Fregn=ey Atlas ofthe United States" NOAA Atlas I4, Volume 2, Version 3
. GM Bonain, D, lt3artisr, B.1-th, T. ]?�zybok, M.Ye1aa, and D. Rrley '
NOAA. National weather service, S&rrSpring. Maryland, 2004
Eructed: Mon Feb 4 2008
:. Go �i�er%ce"�5mits' eas �a'fy ocatio`n M s � fJae Iafn: G!5"data�,�„a '�elp. , D�cs , '� a
Preelpita'don luteli!tp ]Es-dmtes (i?i/i3i')
{years)
min
F�L;]min
min
min.
min
3 iIr
R
hr
hr
hr day
d vv
da
aEl
l _a 162b
5.G0'
.16
2.86
1.78
1.05
0.75 0.47
027
0.16 0.09
0.D5 0.04 0.03 0.02
0.02
0.01
0.01
�rr�, 7.42
5.93
4.97
3.44
2.15
128
0.91 0:55
033 '
0.19
0.11
0.06 0.04 ] 0.03
0.02
002
OA2
0.01
18.70
6.97
5.88
4.17
2.67
1.63
1.17 0.72.
0.42
0 25
0.15
D.08.
O.05
0.04
4.43
0.02
0.02
0.02
10
9.70
7.76
6.54
4.74
3.08
1.93
139
0.87
0.51
03D
0.17
0.10
OF067
0.05 0.03
DA2
Cf.02
0.02
LJ
10.9b
8.74
738
5.47
3.b4
2.36
1.72
1.08
0.64
O 38
0 22
0.12
0.08
0.06
0.04
0.03
0.02
0,02
50
11.40
9.48
8.00
6.43
.08
2 74
026
2
1
d.75
0.45
426
0.14
0.09
0.07
0.04
0.03
0.03
0. 02
100
12.89
1024
8.53
5.61
55
3.15
35
1.48
0.89
0.53
4.30
O.I6
O.iO
0.07
0.05
0.04
0.43
0.02
200
13:85
10.97
923
7.i9
S.O4
3.60
72
1.71
1,04
0.61
0.35
0.18
0.11
d_48
4.05
0.04
0.03
0.03
500
15.10
I1.94
10A2
7.97
5.72
27
28
2 0$
127
D.75
0.42
022
0.13
O.IO 0.06
D.04
0.03
0.03
1000
I6.12
12.58
10.62
B.SD
627
4.$5
3.77
.40
1.47
0.87
0.48
0.25
0.15
0.11 0.07
O.DS
O.D4
0.03
These pra*tafion frequency esllmales me based an a oardal duration serlees ARI L-the Average Reamente Udxrval.
Please rpiarth the dmzmtadon for more Informadon HOTE'romra<drtg inrc� esdmu3tes nearzero to appearas zero.
*Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (m/hr)
19
(Years) min min 71�min Fm- min71rhr Iu hr daY day day dzy �Y
[JIET724F748�j��
L�_ A�
6.73
5.3 7
4.4E
3.D7 1:91
1.I5
0.82
0.51
0.30
0.18
0.10
0.06
0.04 0.03
0.02
0.02
0.01
0.01
7.97
L�
637
5 34.
3.69 2.31 139
0.99
0.62
0.36
422
0.13
0.07
0.05 O.D4
0.02
0.02
0.02
D.OI
�`
I 19.32
7.46
6.30
.47 2.87
1.78
Z27
O.79
0.4E
0.28
0.16
EE
0.06 0.04
0.03
OA2
0.02
0.02
10
I039
832
7.DI
S.DB
331
2.10
1.51
0.94
0.55
033
0.19
4.11
0.07 O.OS
0.03
D.63
0.02
0.02
11.72
934
7.89
5.84
3.89.
257
I.87
I.17
0.69
0.42
024
07137
0.08
Q.O6
0.04
0.03
0.02
0.42
50
i2.74
10.15
8.56
6.45
4.37
2.98
2-19
1.37
d.82
O 50
O28
0.15
0.10
0.07
d.04 0.03
0:03
0.02
100
13.79
1096
923
7.07
4.87 3.42
.54'
i.60
0.96
058
033
O.I8
0.11
0.08
0.05
0.04
0.03
0.03
200
14.84
11.76
9.89
7.70
5.4D
3.9D
2.93
1.85
1.I2
0.68
039
0.20
0.12
0.49
4.06
0.04
0.03
0.03
500
I6.22
12.83
I0.77
8.57
6.14
3.54
225
138
0.84
0.47
0.24
0.15
O.I1
0.07
0.05
O.D4
0.03
1000
17.33
13.64
11.42
9.24
6.75 529
.OS
2.60
1.6D
098
O.SS
4.28
4.17
0.12
0.67
D.OS
0.04
0.03
The upper bound of the confidence interval et 9Q% confidence level is the value which 5% cf the simulated quan@e values for a given frequency are greater 4ian.
eThme.precip Won frequency esfnatss am based on a appal duradgy selLe56 AR I is ft Average Recurrence Interval
Please"refer to the dacumenfadon for more tnfom don. NOTE: Formatting prevenls estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Intensity Estimates ft/hr)"
Fl�
ar5) min min Nl�'min 76�n [:]Fhr] hr hr •hr daY daY day day daYZ45day
=
5.86 4.68
3.90 2.67 1.67
0.97 0.69
0.43
0.25
0.15
0:09 0.05
OA3
0.03'
0.02
0.01
0.01
0,01
6.95 5.55
4.65 3.21 2.02
1.Z8 0.84 0.52
0.30
0.18
07107 070 67
0.04.
0:03
D.02
0.02
0.01
0.01
8.14 6.51
5.49
3.90. 2.50
L51
i.08
0.67 0.39
0.23
0.13
Kf
0.05
0:44
0.03
0.02
0.02
0.01
lO
9.02
722
6.09
41 2.87
1.78
1.28
0.80 0.47
0.27
0.16
0.09
0.06
0.04
0.03
O.D2
0.02
4A2
25 '
I0.16
8.09
6.84
EE
337
EE
LE
0.99.
O.S8
0.34
0.20
0.11
0.07
0.05.
0.03 10.03
4.02
0.02
50
10.98
E.75
7.38
5FS67
3.77
2.50
1.83
1.15
0.68
0.40
0.23
0,12
OA8
O.D6
0.04
0.03
0.02
0.02
100
11.$2
.40
7.92
6.06
4.17
2.85
.12
134
0.7
O0.461
026
0.14
0.09
0.07
0.04
0.03
0.03
0.02
200
12.61
10.Ofl
8.41
6,55
4.59
3.24
2.43 1.53
0.92
0.53
0.30
0.16
0.10
4.08
0.05
0.04
0.03
0.02

0
Table 8.03a
Value of Runoff Coefficient
(C) for Rational Formula
I
I
s
8-03.2
Land Use
C
Land Use
C
Business:
Lawns: .
Downtown areas
0.70-0.95
Sandy soil, flat, 20/
0.05-0.10
Neighborhood areas
0-50-0.70
Sandy soil, ave., 2-7%
0.1 0.0.15
Sandy soil, steep, 7%
0.15-0.20
Residential:
Heavy soil, flat, 2%
0.13-0.17
Single-family areas
0.30-0.50
Heavy soil, ave., 2-7%
0.18-0.22
Multi units, detached
0.40-0-60
Heavy soil, steep, 70/6
025-0.35
Multi units, attached
0.60-0.75
Suburban
0.25L0.40
Agricultural land:
Bare packed soil
Industrial:
Smooth
0.30-0.60
Light areas
0.50-0.80
Rough
020-050
Heavy areas
0.60-0.90
Cultivated rows
Heavy soil no crop
0.30-0.60
Parks, cemeteries
0.10-0.25
Heavy soil with crop
0.20-0.50
Sandy soil no crop
0.20-0.40
P€aygrounds
020-0.35
Sandy soil with crop
0.10-0.25
Pasture
Railroad yard areas
0.20-0.40
Heavy soil
0.15-0.45
Sandy soil
0.05-0.25
Unimproved areas
0.10-0.30
Woodlands
0-05-0.25
Streets:
Asphalt
0.70-0.95
Concrete
0.80-0.95
Brick
0.70-0.85
Drives and walks
0.75-0.85
Roofs
0.75-0.85
NOTE: The designer must use judgment to select the appropriate
C value
within the range for the appropriate land use_ Generally, larger areas with
permeable soils, flat
slopes, and dense vegetation should have lowest C
values. Smaller areas with slowly
permeable soils, steep
slopes, and
sparse vegetation should
be assigned highest C values.
Source: American Society of Civil Engineers
The overland flow portion of flow time may be determined from Figure 8.03aa
The flow time (in minutes) in the channel can be estimated by calculating the
average velocity in feet per minute and dividing the Iength (in feet) by the
average velocity.
Step 4. Determine the rainfall intensity, frequency, and duration (Figures 8.03b
through 8.03g—source: North Carolina State Highway Commission-, Ian_
1973). Select the chart for the locality closest to your location. Enter the
"duration" axis of the chart with the calculated time of concentration, Tr_ Move
vertically until you intersect the curve of the appropriate design storm, then
move horizontally to read the rainfall intensity factor, i, in inches per hour.
Step S. Determine peak discharge, Q (ft /sec), by multiplying the previously
determined factors using the rational formula (Sample Problem 8.03a).
j JUN 0 3 2010
I
BY:

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
June 3, 2010
Chris Baker
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re:. Express Submittal
FY09 French Creek BEQ P-1017 P-1047
Onslow County
CSD Project No. 09-0211
Dear Chris:
Enclosed please find the following items.
- one (1 copy of the Stormwater Management Calculations
- two (2) copies of sheets C-104, C-509. C-512 "Sedimentation & Erosion Control and Storm Water
Management Plan"
- two (2) copies project limits and drainage area map
- two (2) copies of the grading plan and culvert profiles
- Original stormwater application
- Original O & M for wet basin
- Check for $4,000 check # 2751
- Wet basin supplement
Please call if you have any questions.
Very truly yours,
Rodney right
Encl.: As noted above
TD
JUN 0 4 200
13Y: bXl�re_ 5 S
cc: Calibre Engineering

For DENR Use ONLY
` /ubmil:
V;�_
North Carolina Department of Environment and(v )
Natural Resources
Request for Express Permit Review l
NC®ENR ConFlrm: �.? 7
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative site plan PDF file and vicinity mag same items expected in the application Pack e
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(a)ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(a?.rncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.rtrostan(a.ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardlson()a.ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or janof. russell(o)ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
& 5v% n
Project Name: FY09 FRENCH CREEK BEQ P-1017, P-1047 County: ONSLOW
Applicant: CARL BAKER Company: MARINE CORPS BASS CAMP LEJEUNE
Address: BLDG 1005 MICHAEL ROAD City: MCB CAMP LEJEUNE, State: NC Zip: 28547-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:1.3 MILES SOUTH OF HOLCOMB AND SNEADS FERRY INTERSECTON ON SNEADS FERRY ROAD
Project Drains into SC:NSW waters — Water classification 1919 23 (for classification see-http://h2o.enr.state.nc.ustbimstrei)orts/reportsWB,htm1)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within % mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC
Address: R0 80X 4041 City: WILMINGTON, State: NC Zip: 28406
Phone: [phone], Fax: [phone], Email: [e-mail] MAY 2 6 2010
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please allach 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 1 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
ElHigh Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev, Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with - acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopinq and express meeting request
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: El Yes El No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ Na 404 Application in Process wl US ACOE: ❑Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
+**************++++++*+++*+*+**********++++++*+++*+****+Par DENR use only*+**+*+*+++**+++++++++*+**+*+*******+*+*+++****+*++**+*+***+
Fee Split for multiple permits: (Check 9 ) Total Fee Amount $
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
1
$
SW (❑ HD, ❑ LID, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
FOR STORMWATER EXPRESS REVIEW
May 2010
PROJECT NAME: French Creek P-1017 P-1047
MCB Camp Lejeune, NC
Onslow County
PROJECT'DESCRIPTION: The project area for this development is 14.56 acres with 13 acres of disturbance. There are no wetlands
within the project limits. This project is for the construction of three BEQ buildings, parking lot and recreation courts. The owner is
the United States Marine Corps. Water and sewer utilities will be provided by the BASE.
Stormwater from the site will drain to SC, NSW waters located in the White Oak River Basin (index # 19-23). This project is subject
to Coastal Stormwater Regulations. The project will be high density utilizing underground conveyance pipe and open channels to
discharge stormwater into a wet basin designed for 90% TSS removal. All proposed impervious inside the project limits will be
collected. Proposed impervious for the site is 46%. There are no buffer requirements for the development. No offsite runoff will be
entering the site. The site will have access to Sneads Ferry Road from an existing road that runs into the site. EC_ S performed SH WT
determinations for the site and their findings were utilized to design the pond.
PROJECT BMP: high density/ wet basin.
STORM WATER ENGINE-ER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright
[e-mail]
910 791 4441 office
910 791 1501 fax
F,7M:AY 2 5 2010
B

, ,P(AC-E 'TRa "I,
ii A, 'i OF '$NS to
I 1 11 1 ,
'..WrS OF MSTLPBMq
LIMITS Dr DISIURBANLE
LNE WILL GE NEW FREE LIRE
PLACE IAfE PROTCnopi ALONG
IAMITS OF DlsT11RDMCE
lvl,"-AT Id J (Ulu
I inch � l00 IL. Hodson Le]

Russell, Janet
To: [e-mail]
Cc: RODNEY WRIGHT; Towler CIV David W
Subject: RE: French Creek BEQ Project
Thanks so much. Then consider the meeting scheduled for 11:30 on June V with Chris Baker.
From: Howard Resnik [mailto:howard@coastalsitedesign,com]
Sent: Thursday, May 27, 2010 10:06 AM
To: Russell, Janet
Cc: 'RODNEY WRIGHT
Subject: RE: French Creek BEQ Project
That will work out great...
Howard Resnik, PE, LEED® AP
Coastal Site Design, PC
3805 Cherry Avenue
Wilmington, NC 28403
910 791 4441 office
910 791 1501 fax
www.coastalsitedesign.com
It is the professional opinion of Coastal Site Design, PC that this electronic information provides design information current as of the date of its release. It
is the responsibility of the receiver of this document to examine it and determine whether it is the information requested. In the deliverance of this file we
make no promise as to the usability or compatibility of this file. This file shall not be considered a certified document.
From: Russell, ]anet[mailto:[e-mail]]
Sent: Thursday, May 27, 2010 10:01 AM
To: howard@coastalsitedesign,com
Cc: RODNEY WRIGHT
Subject: French Creek BEQ Project
Howard / Rodney:
For the French Creek Submittal meeting — we are currently scheduled to meet at 9:30 AM on June 3. 1 am trying to
coordinate David Towler being in the office for another meeting at 2:00 that same day. Is there any way we could move
up your meeting to 11.30 so that David could meet with you guys, go to lunch and then come back at 2:00 for the other
meeting? Please let me know if 11.:30 works for your schedule. I think he would appreciate it.
Thank YouW
Janet

/_ �/O a f For DENR Use ONLY
v� Reviewer: (::, a li?_H
AN
� North Carolina Department of Environment and Z-3� Natural Resources Submit:
NC®ENR Request for Express Permit Review rime l 1 _�- to
i� 1� confirm: [s�
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed ,DETAILED narrative, site plan (PDF tile) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package. a
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(d,)ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(a)ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 orpatrick.uroclan(ancmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(a.ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or ianet.russell(a-ncmaii.net
NOTE. Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
fA
Project Name: FRENCH CREEK BEQ P-1017, P-1047 County: ONSLOW
Applicant: CARL BAKER Company: MARINE CORPS BASE CAMP LEJEUNE
Address: BLDG 1005 MICHAEL ROAD City: MCB CAMP LEJEUNE, State: NC Zip: 28547
Phone: [phone]. Fax: [phone], Email: carl.h,[e-mail]
Physical Localion:1.3 MILES SOUTH OF HOLCOMB AND SNEADS FERRY INTERSECTON ON SNEADS FERRY ROAD
Project Drains into SC:NSW waters - Water classification 1919 23 (for classification see- httD:llh2o.enr. state. nc.uslbimslreportslreportsWB.htm1)
Project Located in WHITE OAK River Basin, Is project draining to class ORW waters? N , within'/z mile and draining to class SA waters N, or within I mile
and draining to class HQW waters? N
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC
Address: P BOX 4041 City: WILMINGTON, State: NC Zip: 28406-_
Phone: [phone], Fax: [phone], Email: [e-mail] FEB 0 1 2010
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWO, ❑ DCM, ® DLR, ❑ 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
❑ In term ittent/Peren n ial Determination:— # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (linear fl or acres)
Cl 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 #)]
ElHigh 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 (Provide Permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 13 acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooina and express meetina reauest
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 wl US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
«*++++++**«++++++*+*+*«*«*****«r«**++++++***«********+++tor DENR use
Fee Split for multiple permits: (Check # i Total Fee Amount S
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LID, ❑ Gen)
$
401:
$
LQS
$
Stream Deter—
$
02o(.612 ?3ecQ ci-c-e�
NCDENR EXPRESS March 2009

LIMITS OF OISTURB,
14.00 1

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
FOR STORMWATER EXPRESS REVIEW
February I, 2010
PROJECT NAME: French Creek P-1017 P-1047
MC13 Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: The project area for this development is 14.56 acres with 13 acres of disturbance. There are no wetlands
within the project limits. This project is for the construction of three BEQ buildings, parking lot and recreation courts. The owner is
the United States Marine Corps. Water and sewer utilities will be provided by the BASE.
Stormwater from the site will drain to SC, NSW waters located in the White Oak River Basin (Index # 19-23). This project is subject
to Coastal Stormwater Regulations. The project will be high density utilizing underground conveyance pipe and open channels to
discharge stormwater into a wet basin designed for 90% TSS removal. All proposed impervious inside the project limits will be
collected. Proposed impervious for the site is 46%. There are no buffer requirements for the development. No offsite runoff will be
entering the site. The site will have access to Gonzalez, Street once the Gonzalez Street extension is constructed. ECS performed
SHWT determinations for the site and their findings were utilized to design the pond.
PROJECT BMP: high density/ wet basin.
STORMWA` E.R ENGINEI.R/CONSUL`I'ANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright
[e-mail]
910 791 4441 office
910 791 1501 fax
FFEB 0 1 2010
BY: