SW8111207_HISTORICAL FILE_20111222

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 Mlo-1
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
?,CM 1 Z -L2..
YYYYMMDD

WA
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.
NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Colleen H. Sullins
Governor Director
December 22. 2011
Commanding Officer
MCB Camp Lejeune
c/o Carl Baker, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 111207
Neuse Road Extension
Overall Low Density with an Area of High Density Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for the Neuse Road Extension on December 22, 2011. 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 and Session Law 2008-211. We are
forwarding Permit No. SW8 111207 dated December 22, 2011, for the construction, operation
and maintenance of the BMP's and built -upon areas associated with the subject project.
This permit shall be effective from the date of issuance until December 22, 2021, 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 by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150E of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of
this permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee
is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC
27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com.
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
Christine Nelson, at [phone].
Sincerely,
(r
or CoIee Sullins, Director
Division of Water Quality
GDS/can: S:\WQS\Stormwater\Permits & Projects\2011\111207 HD\2011 12 permit 111207
cc: Howard Resnik, Coastal Site Design
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, Norm Carolina 28405 One
Phone: [phone] \ FAX: [phone] \ Customer Service: 1-877623 6748 NorthCarolina
Internet: htlp://portaln`odenr.org , cTN Naturally
Jf♦ atually

State Stormwater Management Systems
Permit No. SW8 111207
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
OVERALL LOW DENSITY WITH AN AREA OF 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
Camp Lejeune Marine Corp Base
Neuse Road Extension
Neuse Road, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of an overall 24% low density development with
one (1) wet detention pond used to treat an area of high density 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 December 22, 2021, 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. The overall tract built -upon area percentage for the project must be maintained at no
more than 24%, as required by the stormwater rules.
3. This permit covers the construction of a total of 104,376 square feet of built -upon area,
which includes 93,779 square feet of proposed BUA, 3,650 square feet of future BUA
allocation and 6,947 square feet of existing BUA. The stormwater system for the
designated area of high density has been approved for the management of
stormwater runoff as described in Section 1.8 on page 3 of this permit. Of the 104,376
square feet of built -upon area covered by this permit, the stormwater control has been
designed to handle the runoff from 51,427, square feet of built -upon area.
4. Outside of the designated area of high density, the only runoff conveyance systems
allowed will be vegetated conveyances such as swales with minimum side slopes of
3:1 (H:V) as defined in the stormwater rules and approved by the Division.
5. Outside of the designated area of high density, no piping is allowed except that
minimum amount necessary to direct runoff beneath an impervious surface such as a
road or to provide access.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 111207
6. A 50' wide vegetative buffer must be provided adjacent surface waters, measured
horizontally from and perpendicular to the normal pool of impounded structures, the
top of bank of both sides of streams and rivers and the mean high water line of tidal
waters.
7. A vegetated filter strip is not required for this pond as it has been designed for a 90%
total suspended solids removal efficiency.
8. The tract will be limited to the amount of built -upon area indicated on page 3 of this
permit, and per approved plans. The built -upon area for the future development is
limited to 3,650 square feet.
9. 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.
10. The runoff from all built -upon area within the permitted drainage area of this project
must be directed into the permitted stormwater control system.
11. All runoff directed into wetlands shall flow into and through the wetlands at a non -
erosive velocity of 2 feet per second or less.
12. All runoff directed into and through the vegetative buffer must flow through the buffer
in a diffuse manner.
13. The runoff from the higher density area within this overall low density project is being
collected and treated in a wet detention pond. 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, ftz:
b. Total Impervious Surfaces, ftz:
Onsite, ft :
Offsite, ftz:
C. Design Storm, inches:
d. Average Pond Design Depth, feet:
e. TSS removal efficiency:
f. Permanent Pool Elevation, FMSy
g. Permanent Pool Surface Ares, 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. Permanent Pool Volume, ft3:
n. Forebay Volume, ft3:
o. Fountain Horsepower
P. Receiving Stream/River Basin:
q. Stream Index Number:
r. Classification of Water Body:
2.02
88,000
none
51,427
51,427
none
1.5
3.5
90%
15.5
6,411
6,909
16.4
2.53
1.5" 0 pipe
0.03
16,555
3,340
n/a
Northeast Creek / White Oak
19-16-(4.5)
"Sc-NSW"
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 111207
It. SCHEDULE OF COMPLIANCE
1. The permittee shall not allow any person, including the permittee, to alter any part of
the approved stormwater management system or fill in, alter, or pipe any of the
vegetated conveyances shown on the approved plans, except for minimum driveway
crossings, unless and until the permittee shall have submitted a modification to the
permit and received approval from the Division of Water Quality.
2. The permittee is responsible for monitoring the project on a routine basis and verifying
that the proposed built -upon area does not exceed the allowable built -upon area.
3. Swales, vegetated conveyances, and 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.
4. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
5. The permittee shall, at all times, provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The signed
and approved Operation and Maintenance Agreement 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 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.
6. 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.
7. Decorative spray fountains will not be allowed in the stormwater treatment system, as
the permanent pool volume is less than 30,000 cubic feet.
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.
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.
10. 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.
11. Access to the stormwater facilities for inspection and maintenance shall be maintained
via appropriate recorded easements at all times.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 111207
12. 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. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. 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.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. Construction of any designated future development areas.
13. 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.
14. 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.
15. Approved plans, application, supplements, and specifications for this project are
incorporated by reference and are enforceable parts of the permit. A copy of the
approved plans and specifications shall be maintained on file by the Permittee at all
times.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. The Director may require modification or revocation and
reissuance of the permit to change the name and incorporate such other requirements
as may be necessary. 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 in whole
or in part, 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. Any activities
undertaken at this site prior to receipt of the necessary permits or approvals to do so is
considered a violation of NCGS 143-215.1, and subject to enforcement procedures
pursuant to NCGS 143-215.6.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 111207
In the event that the facilities fail to perform satisfactorily, 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.
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.
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.
The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit as
allowed by the laws, rules, and regulations contained in Title 15A of the North Carolina
Administrative Code, Subchapter 2H.1000; and North Carolina General Statute 143-
215.1 et. al.
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.
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 22nd day of December, 2011.
NQRTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

MEMORY TRANSMISSION REPORT
FILE NO. 741
DATE 12.22 14:52
TO : 8 919104512927
DOCUMENT PAGES 9
START TIME 12.22 14:52
END TIME 12.22 14:54
PAGES SENT 9
STATUS OR
*** SUCCESSFUL TX NOTICE
TIME :12-22-'ll 14:54
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
***

127 Cardinal Dr. Exl.
Wilmington, NC 28405
91 0-796-7215
910-350-2004
FM
To:
Fau:
Phone:
Re:
From:
' I5 0 1 Pages:
Date:
cc:
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STORMWATER MANAGEMENT CALCULATIONS
For
CAMP JOHNSON
NEUSE ROAD EXTENSION
PREPARED FOR
Deputy Public Works Officer
1005 Michael Road
MCB Camp Lejeune 28547
Prepared by:
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License R C-2710
1CAR0��'�
�Q-.�Egs�ol�y
SEAL r ;
a 025483
INE
Howard Resnik, P.E.
I?, fol if
P44 l i%/zz f ll
RECEIVED
DEC 2 2 2011
BY:___

COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
FOR STORMWATER EXPRESS REVIEW
December 13, 2011
PROJECT NAME: P1319 Neuse Road Ext.
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: This project is for the construction of a parking lot, sidewalk and a roadway extension to be located at
Camp Johnson at Camp Lejeune. Land disturbance associated with the improvements will be approximately 6.0 acres. The owner is
the United States Marine Corps. There are no wetlands located within the area of the development.
Stormwater from the site will drain to SC;NSW waters located in the White Oak River Basin (Index # 19-16-4 .5). The project will be
low density utilizing sheet flow to natural ground. There is a pocket of high density associated with the parking lot. The runoff from
the parking lot and part of the road way extension will be conveyed to a pond designed for 90% TSS using an underground stormwater
collection system and open swales. Proposed impervious for the site is 24%. The project will have direct access onto Hoover Road
and Neuse Road. The roadway extension will extend Neuse Road till it intersects with Hoover Drive.
an 4cfc.
PROJECT BMP: low density with.#eeket-of high density
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright
[e-mail]
910 7914441 office
910 791 1501 fax
RECEIVED
DEC 2 2 .Z011
BY:

DWO LOW DENSITY CALCULATIONS
Allowable Impervious
434,901 sf x 0.24 = 104,376 sf
Proposed Impervious
104,376 sf
104,376 / 434,901 = 0.239 or 24%
PROJECT DATA:
Total Site
Existing Site Data (areas within property boundary):
wetland area
upland area
Total site area
Proposed Site Data:
Proposed asphalt
sidewalks
existing
future
Total proposed impervious area
RECEIVED
DEC 2 2 .2011
BY:_____
0.00 sf (0.00 acres)
434,901 sf (9.98 acres)
434,901 sf (9.98 acres)
77,508 sf (1.78 acres)
16,271 sf (0.37 acres)
6,947 sf (0.16 acres)
3,650 sf (0.08 acres)
104,376 sf (2.39 acres)
4ACoastal Sho Design, PC
P.O. Box 4041
WTmiVoq NC 280

PROJECT DATA:
Pond B
Existing Site Data (areas within property boundary):
wetland area 0.00 sf (0.00 acres)
upland area 88,000 sf (2.02 acres)
Total site area 88,000 sf (2.02 acres)
Proposed Site Data:
Proposed asphalt 48,473 sf (1.11 acres)
sidewalks 2,954 sf (0.07 acres)
Total proposed impervious area 51,427 sf (1.18 acres)
Soil Types:
Abbreviation Type and Description Hydrologic Group Area
Bmb Baymeade A 2.02 ac
(See attached soils map and pages 132-134 of Table 15, "Physical and Chemical Properties of the
Soils")
RECEIVED
DEC 2 2 1011
BY:
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28408

POND B CALCULATIONS
Pre-dev.
Value of Runoff Coefficient (c) for Rational Formula = 0.20
Area = 88,000 sf or 2.02 acres
Qmax for pre-dev 1-yr storm = 2.53 cfs
Post Dev
Value of Runoff Coefficient (c) for Rational Formula = 0.64
Area = 88,000 sf or.2.02 acres
((51,427 x 0.95) + (36,573 x 0.20)) / 88,000 = 0.6380 or 0.64
Qmax for post-dev 1-yr storm = 8.09 cfs
Routed site — areas draining to pond routed through pond (see hydrograph summary & reports):
Qmax for post route 1-yr storm = 0.03 cfs
Summary
Qmax for routed post dev 1-yr/24-hr storm = 0..03 cfs < 2.53 cfs.... 0.K.
RECEIVED
DEC 2 2 .2011
BY:
Coastal Site Design, PC
P.O. Box 4041
Wihninoon, NC 28408

WET DETENTION BASIN CALCULATIONS
NEUSE ROAD EXT. Pond B
DETERMINE IMPERVIOUS PERCENTAGE
area to basin =
88,000
at
2.02
acres
buildings =
-
at
-
acres
paved parking areas =
48,473
sf
1.11
acres
sidewalks =
2,954
sf
0.07
acres
fire road =
-
sf
-
acres
future =
sf
-
acres
roads existing =
-
at
-
acres
total impervious surface=
51,427
at
1.18
acres
total non -impervious surface =
36,573
sf
0.84
acres
percent imp. = 58.4 %
DETERMINE REQUIRED SURFACE AREA
from 90°h TSS Removal Chart:
® depth = 3.5 it
imp %
SA/DA
50
5
58.4
x
60
6
x =
5.84
minimum surface area =
0.0584 x
=
5,143 at
surface area provided = 6,411 st 6f elevation 15
1.5" VOLUME DETERMINATION:
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 58.4 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv= 0.05 + 0.009 (1)
Rv = 0.58 in/in
DETERMINE VOLUME
design storm =
1.5 inch
Rv =
0.58 in/in
drainage area =
2.02 acres
volume =
?
volume = (design storm)(Rv)(drainage area)
volume = 0.1 acre-ft
volume = 6,336 cf of required storage volume
r ar
f-Z=CEIVED
DEC 2 2 .2011
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)
11 2058
-
12 2,694
2,376
13 3,387
3,041
-
14 4,136
3,762
Bottom Shelf 15 4,942
4,539
-
PP 15.5 6,411
2,838
2,838
Top Shelf 16 8,037
3,612
3,612
State Storage 16.4 8,450
3,297
6,909
17 9,085
5,261
12,170
17.5 9,634
4,680
16,850
volume at permanent pool (elev. 15.5) =
16,555
cf
1.5" storage volume provided (elev. 16.4) =
6,909
of
total volume of basin =
33,405
cf
surface area at bottom of 10:1 shelf (15.0) =
4,942
at
volume at bottom of 10:1 shelf =
13,717
cf
surface area at top of 10:1 shelf (16.0) =
8,037
of
volume at top of 10:1 shelf =
20,167
cf
minimum forebay volume =
3,311
cf
AVERAGE POND DEPTH
AREA BOTTOM SHELF (ABS) = 4,942 SF
AREA PP (APP) = 6,411 SF
AREA BOTTOM POND (ABP) = 2,058 SF
DEPTH = 15-11 =
411
[0.25 X (1 + (ABS/APP))]+[((ABS+ABP)/2) X (DEPTH/ABS)]
AVERAGE DEPTH = 3.28 ft
FOREBAY A STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION
AREA
VOLUME
STORAGE
(FT)
(SF)
(cf)
(cf)
12
312
-
13
627
470
470
14
1,020
824
1,293
15
1,475
1,248
2.541
15.5
1,724
800
3,340
forebay volume provided =
3,340 cf
FFCEIVED
DEC 2 2 .2011
BY:
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

STAGE - DISCHARGE TABLE:
size of orifice (in) = 1.50
crest length of weir cut (ft) = 0.00
crest length of grates (sf) = 4.0
crest length of spillway (ft) = 20.0
ELEVATION 1.5" PVC WEIR
(ft) (cfs) (ifs)
15.5 0.00
16 0.04
16.4 0.06 no weir cut
17 0.07 no weir cut
17.5 0.08 no weir cut
PVC DRAW DOWN
Orifice size = 1.50 in
Normal Pool Storage Elev. = 15.50
1.5" storage Elev. = 16.4
elevation of orifice = 15.50
elevation of weir cut = 0.0
elevation of grates = 16.4
elevation of spillway = 17.0
GRATES SPILLWAY TOTAL
Me) (cfs) (cfs)
0.00
0.00
6.13
0.00
15.23
21.21
Orifice coefficient (C) = 0.6
Average head from 1.5" storage to orifice (h) = (16.4 - 15.5) /3 =
0.30 It
Orifice cross sectional area (A) = pi x r^2 = 3.14 x (r/12)A2 =
0.01227 sf
Acceleration due to gravity (g) =
32.2 fVs^2
Q=CA (2gh)A1/2 = 0.6 x 0.01227 x (2x32.2x0.30)A1/2 =
0.03235 cfs
6,909 / 0.03235 = 213,597 seconds =
2.47 days
0.04
0.06
6.21
36.53
RECEIVED
DEC 2 2 .2011
BY:
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

Hydrograph Summary Reporlydraflow Hydrographs Extension for AutoCAD® Civil 3DO2012 by Autodesk, Inc. v9
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
(CIS)
(min)
(min)
(cult)
(ft)
(cuft)
1
Rational
2.529
1
5
759
Pre-Dev
2
Rational
8.092
1
5
2,428
—
--
—
Post-Dev
3
Reservoir
0.028
1
10
2,113
2
15.84
2.419
Routed
RECEIVED
DEC 2 2 2011
BY:
oastal Site Design, PC
a
.0. Boz 4041
lmington, NC 28408
CJ_NEUSE_RD_POND_B.gpw
Return Period: 1 Year
Monday, 00 12, 2011

Hydrograph Report
Hydranow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 1
Pre-Dev
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval .
= 1 min
Hyd. volume
Drainage area
= 2.020 ac
Runoff coeff.
Intensity
= 6.259 in/hr
Tc by User
IDF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
Q (cfs)
2.00
1.00
iM
Pre-Dev
Hyd. No. 1 -- 1 Year
0 1 2 3 4 5
Hyd No. 1 RECEIVEY�
DEC 2 2 .2011
BY:
9
Monday, 00 12, 2011
= 2.529 cfs
= 5 min
= 759 cuft
= 0.2
= 5.00 min
= 1/1
Q (cfs)
3.00
2.00
1.00
3 0.00
7 8 9 10
Time (min)
tACoastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28408

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31382012 by Autodesk, Inc. v9
Monday, 00 12, 2011
Hyd. No. 2
Post-Dev
Hydrograph type
= Rational
Peak discharge
= 8.092 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 2,428 cult
Drainage area
= 2.020 ac
Runoff coeff.
= 0.64*
Intensity
= 6.259 in/hr
Tc by User
= 5.00 min
IDF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(1.180 x 0.95) + (0.840 x 0.20)] / 2.020
Q (cfs)
10.00
aM
4.00
r ",
0.00 if
0 1
— Hyd No. 2
Post-Dev
Hyd. No. 2 — 1 Year
2 3 4 5
RECEIVED
DEC 2 2 .Z011
BY:
r,
Q (cfs)
10.00
M
MI
4.00
2.00
' x 0.00
7 8 9 10
Coastal Slte Deslgnr PC Time (min)
a P.O. Box 40411
Wilmington, NC 2W6

Hydrograph Report
Hydranow Hydrographs Extension for AutoCAD® Civil 3002012 by Autodesk, Inc. A
Hyd. No. 3
Routed
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
Storage Indication method used.
Q (cfs)
10.00
:m
. M
4.00
2.00
= Reservoir
= 1 yrs
= 1 min
= 2 - Post-Dev
= Pond B
0 300 600
— Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Routed
Hyd. No. 3 — 1 Year
Monday, 00 12, 2011
= 0.028 cfs
= 10 min
= 2,113 cuft
= 15.84 ft
= 2,419 cuft
Q (Cfs)
10.00
�
4.00
2.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
— Hyd No. 2 I [f.I. I I j_Total storage us 2,4 c Time (min)
RECEIVED 882EUSlte Design, PC
P.O. Box 4041
DEC 2 2 .2 01 t WbinOon, NC 2XIS
RV.

Hydrograph Summary Repo rldraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
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
(cuft)
Hydrograph
Description
1
Rational
3.914
1
5
1,174
Pre-Dev
2
Rational
12.52
1
5
3,757
Post-Dev
3
Reservoir
0.037
1
10
3,312
2
16.02
3,745
Routed
RECEIVED
2 2 .Z'tt
LDEC
BY:_- -- -- -
Coastal Site Design, PC
P.O. Box 4041
e
Wilmington, NC 28406
CJ_NEUSE_RD_POND_B.gpvv
Return Period: 10 Year
Monday, 00 12, 2011

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc. A
Hyd. No. 1
Pre-Dev
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 2.020 ac
Runoff coeff.
Intensity
= 9.688 in/hr
Tc by User
IDF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
Q (cfs)
4.00
3.00
r M
1.00
0.00 -y
0
1
Hyd No. 1
Pre-Dev
Hyd. No. 1 -- 10 Year
2 . 3 4 5
RECEIVED
DEC 2 2 .2011
BY:
Monday, 00 12, 2011
= 3.914 cfs
= 5 min
= 1,174 cuft
= 0.2
= 5.00 min
= 1/1
6 7 . 8
Coastal Site Desl9n, PC
r P.O. Box 4041
Wilmington, NC 28406
1
Q (cfs)
4.00
3.00
2.00
1.00
---N- 0.00
10
Time (min)

Hydrograph Report
Hydranow Hydrographs Extension for AutoCAD® Civil 3138 2012 by Autodesk, Inc. v9
Hyd. No. 2
Post-Dev
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 2.020 ac
Runoff coeff.
Intensity
= 9.688 in/hr
Tc by User
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
Composite (Area/C) = [(1.180 x 0.95) + (0.840 x 0.20)j / 2.020
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 1
— Hyd No. 2
Post-Dev
Hyd. No. 2 -- 10 Year
2 3 4 5
RECEIVED
DEC 2 2 .n2011
BY:
0
Monday, 00 12, 2011
= 12.52 cfs
= 5 min
= 3,757 cult
= 0.64'
= 5.00 min
= 1/1
Q (Cfs)
14.00
12.00
10.00
le
. &
4.00
2.00
r 0.00
7 8 9 10 '
Coastal Site Design, PC Time (min)
e, P.O. Box4041
Wilmington, NC 28406

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Monday, 00 12, 2011
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.037 cfs
Storm frequency
= 10 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 3,312 cuft
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 16.02 ft
Reservoir name
= Pond B
Max. Storage
= 3,745 cuft
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
Om
4.00
2.00
0.00
0 300
— Hyd No. 3
Routed
Hyd. No. 3 — 10 Year
600 900 1200 1500 1800 2100 2400 2700
H o I[. [ [ I I❑ Total storage used = 3,745 cuft
2ECEIVE� Coastal Site Design, PC
DEC 2 2 ,2011 , P.O,Box 4041
Wilmington, NC 28408
BY:
Q (Cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
— 1 0.00
3000
Time (min)

Pond Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2012 by Autodesk, Inc. v9
Pond No. 1 - Pond B
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 15.50 It
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 15.50
6,411 -
0
0
0.50 16.00
8,037
3,604
3,604
0.90 16.40
8,450
3,297
6,901
1.50 17.00
9,085
5,259
12,160
2.00 17.50
9,634
4,679
16,838
Monday, 00 12, 2011
Culvert / Orifice Structures
Weir Structures
[A]
[B]
IC[
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
1.50
0.00
0.00
Crest Len (ft)
= 4.00
0.00
20.00
0.00
Span (in)
= 15.00
1.50
0.00
0.00
Crest El. (ft)
= 16.40
0.00
17.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeft.
= 3.33
3.33
2.60
3.33
Invert El. (ft)
= 15.50
15.50
0.00
0.00
Welr Type
= 1
Rect
Broad
-
Length (ft)
= 22.00
1.00
0.00
0.00
Multstage
= Yes
Yes
No
No
Slope(%)
= 0.10
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfll.(in/hr)
= 0.000 (by Contour)
Multistage
= n/a
Yes
No
No
TIN Elev. (ft)
= 0.00
v
Note'. Culvem0fdlce ouMlows are analyzed under inlet (ic)end outlet (ac)control, Weir dseni checked for oatoe conditions(ic) and suCmergn (a).
Stage (ft) Stage / Discharge Elev (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0.00
17.50
17.30
17.10
16.90
16.70
16.50
16.30
16.10
15.90
15.70
15.50
0.00 2.00 4.00 6.00 8.007DEC
- &00-14A0 16.00 18.00 20.00 22.00 24.00 26.00
CAVED Coastal Site Deslgn, PC Discharge (cfs)
Total O
2 2 .M1 . P.O. Box4041
Wilmington, NC 28400 .

Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2011 Plan
EW-20
4
Outlatl
Ouda
14 M"
MiL5
11 EW-32 -33
OWY
1 OWY
OLd"
O hT�l 2]
d c-1 2
LIM
c m
N N
C y
C3 V ss
�Projecfflle: OJ-STORM_NEUSE.stm Number of lines: 14 pate: 12/82011
s� s...,.a.os

Storm Sewer Summary Report
Pape 1
Line
No.
Line ID
Flow
Una
Una
Una
Invert
Invert
Line
HGL
HGL
minor
HGL
Dro
Junction
rate
Size
shape
length
EL Do
EL Up
Slope
Down
Up
loss
Jund
Line
Type
(cts)
(in)
(it)
(n)
(n)
N
(rt)
IRI
(rt)
(ttl
No.
1
SD-46
6.30
15
Cir
131.890
15.79
16.12
0.250
16.79'
18.22'
0.20
18.42
End
Generic
2
SD-45 (1)
3.80
15
Cir
92.799
16.22
16.45
0.248
18.42'
18.74'
0.07
18.82
1
Generic
3
SD46
1.80
15
C's
97.146
16.55
16.79
0.247
18.82'
18.89'
0.03
18.93
2
Generic
4
SD-24 EW A
2.80
15
Cir
84.042
16.51
16.93
0.500
17.18
1Z61
0.27
17.87
End
OpenHeadwall
5
SD42
9.70
18
Cir
56.419
13.09
13.37
0.496
15.50'
15.98'
0.37
16.35
End
Manhole
6
SD41
8.10
18
Cir
79.827
13.47
14.03
0.702
18.35'
16.82'
0.08
16.90
5
Manhole
7
SD-40(1)
8.10
18
Cir
115.672
14.13
15.29
1.003
16.90'
17.59'
0.30
17.89
6
Manhole
8
SD40
7.80
15
Cir
22.680
15.54
15.77
1.014
17.89'
1822'
0.63
18.85
7
OpenHeadwall
9
SD-51
0.30
15
Cir
52.123
15.54
15.72
0.345
17.89'
17.89'
0.00
17.89
7
Grate
10
SD-39
1.00
15
Cir
65.104
15.11
15.36
0.364
15.51
15.77
0.12
15.90
End
OpenHeadwall
11
SD-27 EIJih-EU -I
2.80
15
Gr
41.399
14.43
14.66
0.556
15.10
15.36
0.25
15.60
End
OpenHeadwall
12
SD44 EW16-EW;!0
8.80
15
Cir
25.528
14.28
14.41
0.509
15.32'
15.72'
0.48
16.20
End
OpenHeadwall
13
SD-69 GQ.-;,o G1a O.O
0.90
15
Cir
64.598
13.90
14.06
0.248
14.28
14.56
0.06
14.62
End
Combination
14
SD-25
1.60
15
Cir
39.515
13.72
13.92
0.506
16.35'
16.37'
0.03
16.40
5
Generic
n
v n
0 0
d
x y
A
a V)
J C3
DEC
Y�
2 2 .2011
BY:
Project File: CJSTORM_NEUSE.stm
Number of lines: 14
Run Date: 12/82011
NOTES: Realm period - 10 Yrs. ; 'Surcharged (HGL above crown).
S� 5... .m

Hydrology Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. Monday, Dec 12 2011
DP-0S2A CULVERT (EW-29) jE U )I — Z�,1-60
Hydrograph type
= Rational
Peak discharge (cfs)
= 24.73
Storm frequency (yrs)
= 10
Time interval (min)
= 1
Drainage area (ac)
= 7.290
Runoff coeff. (C)
= 0.55
Rainfall Inten (in/hr)
= 6.169
Tc by User (min)
= 16
OF Curve
= Camp LeJeune.IDF
Rec limb factor
= 1.00
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Me,
4.00
0.00 -X
0
5 10
— Runoff Hyd - Qp = 24.73 (cfs)
Hydrograph Volume = 23,744 (cult); 0.545 (acfl)
Runoff Hydrograph
1 0-yr frequency
15 20 25 30
RECEIVED W Coastal Site Design, PC
P,O. Box 4041
DEC 2 2 .2011 / Wilmington, NC26406
BY;__�_
Q(Cfs)
28.00
24.00
20.00
16.00
12.00
: 11
4.00
1 0.00
35
Time (min)

Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. Monday, Dec 12 2011
DP-0S2A CULVERT (EW-29)
Invert Elev Dn (ft)
= 14.11
Calculations
Pipe Length (ft)
= 83.92
Qmin (cfs)
= 23.70
Slope (%)
= 0.32
Qmax (cfs)
= 23.70
Invert Elev Up (ft)
= 14.38
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 18.0
Shape
= Cir
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 23.70
No. Barrels
= 2
Qpipe (cfs)
= 23.70
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Inlet Edge
= 0
Veloc Dn (ft/s)
= 6.89
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Veloc Up (ft/s)
= 6.71
HGL Dn (ft)
= 15.52
Embankment
HGL Up (ft)
= 16.55
Top Elevation (ft)
= 17.30
Hw Elev (ft)
= 17.17
Top Width (ft)
= 60.00
Hw/D (ft)
= 1.86
Crest Width (ft)
= 50.00
Flow Regime
= Inlet Control
El" (1n
18.017
17.0C
16.00
15.00
14.00
13.00
DP-0S2A CULVERT (EW-79)
Hw Depth (n)
3.62
2.e2
1.62
0.62
.0.38
.1.38

Hydrology Report
lydraffow Express Extension for AutoCAD® CIAI 3138 2011 by Autodesk, Inc.
DP-32 CULVERT (EW-32) EW3I -t IJ 37,
Hydrograph type
Storm frequency (yrs)
Drainage area (ac)
Rainfall Inten (in/hr)
OF Curve
Q (cfs)
12.00
iDxQr1
M.
. �r
4.00
2.00
m
= Rational
=10
= 1.860
= 9.693
= Camp LeJeune.IDF
Peak discharge (cfs)
Time interval (min)
Runoff coeff.(C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
10-yrfrequency
Monday, Dec 12 2011
= 11.36
=1
= 0.63
=5
= 1.00
Hydrograph Volume = 3,407 (cult); 0.078 (acft)
5
Runoff Hyd - Qp = 11.36 (cfs) RECEIVED
Coastal Site Design, PC
DEC 2 2 .2011 e P.O. Box4041
Wilmington, NC 28406
Q (cfs)
12.00
10.00
M
4.00
r tt
'- 0.00
10
Time (min)

Culvert Report
Hydraftow Express Extension for AutOCAD®CIA13D82011 by Autodesk, Inc. Monday, Dec 12 2011
DP-32 CULVERT (EW-32) EW31--EW�1-
Invert Elev Dn (ft)
= 15.11
Calculations
Pipe Length (ft)
= 65.10
Qmin (cfs)
= 11.40
Slope (%)
= 0.38
Qmax (cfs)
= 11.40
Invert Elev Up (ft)
= 15.36
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 18.0
Shape
= Cir
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 11.40
No. Barrels
= 1
Qpipe (cfs)
= 11.40
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Inlet Edge
= 0
Veloc Dn (ft/s)
= 6.66
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Veloc Up (ft/s)
= 6.45
HGL Dn (ft)
= 16.51
Embankment
HGL Up (ft)
= 17.26
Top Elevation (ft)
= 18.54
Hw Elev (ft)
= 18.02
Top Width (ft)
= 60.00
Hw/D (ft)
= 1.77
Crest Width (ft)
= 25.00
Flow Regime
= Inlet Control
ow (s) DP-32 CULVERT (EWa2)
-elf culval
HOL - F�nWnM
RECEIVED
DEC 2 2 .2011
BY:
Hr Oepth (n)
Coastal Site Design, FC
P.O. BOX 4041
Wilmington, NC 28408
-I.b

Hydrology Report
Hydmflow Express Extension for AutoCAD® Civil 3DO 2011 by Autodesk, Inc. Sunday, Dec 112011
NEUSE CROSSING - BASIN OS2 EW aa' EW a�S
Hydrograph type
= Rational
Peak discharge (cfs)
= 17.46
Storm frequency (yrs)
= 10
Time interval (min)
= 1
Drainage area (ac)
= 7.090
Runoff coeff. (C)
= 0.44
Rainfall Inten (in/hr)
= 5.596
Tc by User (min)
= 19
OF Curve
= Camp LeJeune.IDF
Rec limb factor
= 1.00
Q (cfs)
18.00
15.00
IM11111
• r1
3.00
0.00 I/ I I
0 5 10
Runoff Hyd - Qp = 17.46 (cfs)
Hydrograph Volume = 19,903 (cuff); 0.457 (aolt)
Runoff Hydrograph
10-yr frequency
15 20 25 30 35
RECEIVED
DEC 2 2 1011 Coastal Slte Design, PC
e. P,O. Box 4041
BY: Wilmington, NC 28408
Q (cfs)
18.00
15.00
12.00
• rr
we]
3.00
- 0.00
40
Time (min)

Culvert Report
Hydraftow Express Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc.
NEUSE CROSSING -BASIN OS2
Invert Elev Dn (ft)
Pipe Length (ft)
Slope (%)
Invert Elev Up (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n-Value
Inlet Edge
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
a. to,
= 13.88
= 85.85
= 0.54
= 14.34
= 15.0
= Cir
= 15.0
=2
= 0.013
= 0
= 0.0098, 2, 0.0398, 0.67, 0.5
= 17.83
= 65.00
= 50.00
NEUSE CROSSING. BASIN 052
u.,.w�, Ipl GnOnY
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (f 1s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Friday, Nov 112011
= 18.60
= 18.60
= (dc+D)/2
= 18.60
= 18.60
= 0.00
= 7.66
= 7.58
15.09
= 16.78
= 17.46
= 2.50
= Inlet Control
I OIOO M
JM
ib
tb
ON
-0Y
.IN
Y
ANa1N
RECEIVED Coastal Site Design, PC
DEC 2 2 .2 011 o P.O, Box 4041
Wilmington, NC 26406
BY:

Hydrology Report
Hydraflow Express Extension for AutoCAD® Civil 3002012 by Autodesk, Inc.
Swale NR1
Hydrograph type
= Rational
Storm frequency (yrs)
= 10
Drainage area (ac)
= 0.520
Rainfall Inten (in/hr)
= 9.688
OF Curve
= wilmington_2008.IDF
Q (cfs)
4.00
3.00
1.00
Peak discharge (cfs)
Time interval (min)
Runoff coeff.(C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
10-yrfrequency
Wednesday, Dec 212011
= 3.123
=1
= 0.62
=5
= 1.00
Hydrograph Volume = 937 (cuft); 0.022 (acft)
Q (cfs)
4.00
3.00
2.00
1.00
0.00 " I N- 0.00
0 5 10
RECE7VFT) Time (min)
Runoff Hyd - Op = 3.12 (cfs) DEC 2 2 .2011 Coastal Site Design, PC
BY: P.O. Box *1
a Wilmingian, NC 2e408

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Swale NR1 BARE EARTH
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 14.66
Slope (%)
= 0.80
N-Value
= 0.022
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.12
Elev (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Dec 21 2011
= 0.39
= 3.120
= 1.24
= 2.52
= 4.47
= 0.36
= 4.34
= 0.49
RECEIVED
DEC 2 2 .2011
BY:
Depth (ft)
17.00 234
16.50
16.00
15.50
15.00
14.50
14.00
Section
1.84
1.34
0.84
0.34
-0.16
n as
0 2 4 6 8 10
Reach (ft)
12 4 Coastal Vx Design, R
a P.O. Box 4041
Wilmington, NC 26406

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 304D 2012 by Autodesk, Inc.
Swale NR1 GRASSED LINED
Trapezoidal
Highlighted
Bottom Width (ft)
= 2.00
Depth (ft)
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
Total Depth (ft)
= 2.00
Area (sqft)
Invert Elev (ft)
= 14.66
Velocity (ft/s)
Slope (%)
= 0.80
Wetted Perim (ft)
N-Value
= 0.030
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 3.12
Elev (ft)
17.00
16.50
16.00
15.50
15.00
14.50
14.00
Section
Wednesday, Dec 21 2011
= 0.46
= 3.120
= 1.55
= 2.01
= 4.91
= 0.36
= 4.76
= 0.52
RECEIVEDI
DEC 2 2 .2011
BY:
Depth (ft)
Reach (ft)

Hydrology Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Swale NR2
Hydrograph type
= Rational
Storm frequency (yrs)
= 10
Drainage area (ac)
= 0.120
Rainfall Inten (in/hr)
= 9.688
OF Curve
= wilmington_2008.IDF
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
— Runoff Hyd - Qp = 0.78 (cfs)
Wednesday, Dec 212011
Peak discharge (cfs)
= 0.779
Time interval (min)
= 1
Runoff coeff. (C)
= 0.67
Tc by User (min)
= 5
Rec limb factor
= 1.00
Runoff Hydrograph
10-yr frequency
5
RECEIVED
DEC 2 2 .2011
BY:�_
Hydrograph Volume = 234 (cult); 0.005 (acft)
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
10
Time (min)
ACoastal site Gealgn, PC
P.O. Box 4041
Wilmington, NC 28406

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Swale NR2 BARE EARTH
Trapezoidal
Highlighted
Bottom Width (ft)
= 2.00.
Depth (ft)
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
Total Depth (ft)
= 2.00
Area (sqft)
Invert Elev (ft)
= 14.66
Velocity (ft/s)
Slope (%)
= 0.70
Wetted Perim (ft)
N-Value
= 0.022
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL.(ft)
Compute by:
Known Q
Known Q (cfs)
= 0.78
Elev (ft)
17.00
16.50
16.00
15.50
15.00
14.50
14.00
Section
Wednesday, Dec 212011
= 0.19
= 0.780
= 0.49
= 1.60
= 3.20
= 0.16
= 3.14
= 0.23
RECEIVED
DEC 2 2 .2011
BY:-_
Depth (ft)
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Swale NR2 GRASSED LINED
Trapezoidal
Highlighted
Bottom Width (ft)
= 2.00
Depth (ft)
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
Total Depth (ft)
= 2.00
Area (sqft)
Invert Elev (ft)
= 14.66
Velocity (fUs)
Slope (%)
= 0.70
Wetted Perim (ft)
N-Value
= 0.030
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 0.78
Elev (ft)
17.00
16.50
16.00
15.50
15.00
14.50
14.00
Section
Wednesday, Dec 212011
= 0.23
= 0.780
= 0.62
= 1.26
= 3.45
= 0.16
= 3.38
= 0.25
RECEIVED
DEC 2 2 .2011
BY:�_
Depth (ft)
2.34
1.84
1.34
0.84
rim
-0.16
Reach (ft)

Hydrology Report
Hydraflow Express Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc.
Swale NR3
Hydrograph type
Storm frequency (yrs)
Drainage area (ac)
Rainfall Inten (in/hr)
OF Curve
Q (cfs)
4.00
3.00
2.00
1.00
= Rational
=10
= 0.540
= 9.688
= wilmington_2008.IDF
Runoff Hyd - Qp = 3.19 (cfs)
Peak discharge (cfs)
Time interval (min)
Runoff coeff.(C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
10-yrfrequency
5
RECEIVED
DEC 2 2 .2011
BY:_____
Wednesday, Dec 212011
= 3.191
=1
= 0.61
=5
= 1.00
Hydrograph Volume = 957 (cuft); 0.022 (acft)
Q (cfs)
4.00
3.00
2.00
1.00
0.00
10
Time (min)
Coastal Site Design, PC
r P.O. Box 4041
Wilmington, NO 28406

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Swale NR3 GRASSED LINED
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 14.43
Slope (%)
= 0.80
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.19
Elev (ft)
17.00
16.50
16.00
15.50
15.00
14.50
14.00
13.50
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Dec 212011
= 0.46
= 3.190
= 1.55
= 2.05
= 4.91
= 0.36
= 4.76
= 0.53
rz?_P CEIVED
DEC 2 2 .2011
iBY:_
Depth (ft)
2.57
2.07
1.57
1.07
0.57
0.07
-0.43
-0.93
- Wilmington; NC 28406
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc.
Swale NR3 BARE EARTH
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 14.43
Slope (%)
= 0.80
N-Value
= 0.022
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.19
Elev (ft)
17.00
16.50
16.00
15.50
15.00
14.50
14.00
13.50
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Dec 21 2011
= 0.40
= 3.190
= 1.28
= 2.49
= 4.53
= 0.36
= 4.40
= 0.50
RECEIVED
DEC 2 2 1011
BY:
Depth (ft)
2.57
2.07
1.57
1.07
0.57
0.07
-0.43
-0.93
Reach (ft)

Hydrology Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Swale NR4
Hydrograph type
Storm frequency (yrs)
Drainage area (ad)
Rainfall Inten (in/hr)
OF Curve
Q (cfs)
2.00
1.00
1 M
0
= Rational
=10
= 0.260
= 9.688
= wilmington_2008.IDF
Peak discharge (cfs)
Time interval (min)
Runoff coeff.(C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
10-yr frequency
5
Wednesday, Dec 212011
= 1.587
=1
= 0.63
=5
= 1.00
Hydrograph Volume = 476 (cuft); 0.011 (acft)
Runoff Hyd - Qp = 1.59 (cfs) =BY:
Coastal Slte Declgn, PC
o P.0,Box4041
Wilmington, NC 28406
Q (cfs)
2.00
1.00
'- 0.00
10
Time (min)

Channel Report
Hydraflow Express Extension for AutcCAD® Civil 3D® 2012 by Autodesk, Inc.
Swale NR4 GRASSED LINED
Trapezoidal
Highlighted
Bottom Width (ft)
= 2.00
Depth (ft)
Side Slopes (z:1)
= 3.00, 3.00
Q (Cfs)
Total Depth (ft)
= 2.00
Area (sqft)
Invert Elev (ft)
= 14.43
Velocity (fUs)
Slope (%)
= 1.10
Wetted Perim (ft)
N-Value
= 0.030
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 1.59
Elev (ft)
17.00
16.50
16.00
15.50
15.00
14.50
14.00
13.50
Section
Keacn (tt)
Wednesday, Dec 212011
= 0.30
= 1.590
= 0.87
= 1.83
= 3.90
= 0.24
= 3.80
= 0.35
RECEIVED
DEC 2 2 .2011
BY:
Depth (ft)
2.57
2.07
1.57
MIYA
0.57
0.07
-0.43
-0.93

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Swale NR4 BARE EARTH
Trapezoidal
Highlighted
Bottom Width (ft)
= 2.00
Depth (ft)
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
Total Depth (ft)
= 2.00
Area (sqft)
Invert Elev (ft)
= 14.43
Velocity (fUs)
Slope (%)
= 1.10
Wetted Perim (ft)
N-Value
= 0.022
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 1.59
Elev (ft)
17.00
16.50
16.00
15.50
15.00
14.50
14.00
13.50
Section
Wednesday, Dec 21 2011
= 0.25
= 1.590
= 0.69
= 2.31
= 3.58
= 0.24
= 3.50
= 0.33
RECEI��D
DEC 2 2
BY:
Depth (ft)
2.57
2.07
1.57
1.07
0.57
0.07
-0.43
-0.93
C
Reach (ft)

Hydrology Report
Hydranow Express Extension for AutoCAD® Civil 300 2012 by Autodesk, Inc.
Swale NR5
Hydrograph type
= Rational
Storm frequency (yrs)
= 10
Drainage area (ac)
= 0.140
Rainfall Inten (in/hr)
= 9.688
OF Curve
= wilmington_2008.IDF
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 r
0
— Runoff Hyd - Qp = 0.96 (cfs)
Wednesday, Dec 212011
Peak discharge (cfs)
= 0.963
Time interval (min)
= 1
Runoff coeff. (C)
= 0.71
Tc by User (min)
= 5
Rec limb factor
= 1.00
Runoff Hydrograph
10-yr frequency
5
RECEIVED
DEC 2 2 .2011
BY:
Hydrograph Volume = 289 (cult); 0.007 (acit)
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
10
Time (min)
Coastal Site Design, PC
e PO. Box 4041
Wilmington, NC28406

Channel Report
HydraOaw Express Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc.
Swale NR5 GRASSED LINED
Trapezoidal
Highlighted
Bottom Width (ft)
= 2.00
Depth (ft)
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
Total Depth (ft)
= 1.00
Area (sqft)
Invert Elev (ft)
= 16.30
Velocity (ft/s)
Slope (%)
= 1.30
Wetted Perim (ft)
N-Value
= 0.030
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 0.96
Elev (ft)
18.00
17.50
17.00
16.50
16.00
15.50
Section
Wednesday, Dec 21 2011
= 0.22
= 0.960
= 0.59
= 1.64
= 3.39
= 0.18
= 3.32
= 0.26
RECEIVED
DEC 2 2 .1111
BY:
Depth (ft)
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc.
Swale NR5 BARE EARTH
Trapezoidal
Highlighted
Bottom Width (ft)
= 2.00
Depth (ft)
Side Slopes (z:1)
= 3.00, 3.00
Q (Cfs)
Total Depth (ft)
= 1.00
Area (sqft)
Invert Elev (ft)
= 16.30
Velocity (ft/s)
Slope (%)
= 1.30
Wetted Perim (ft)
N-Value
= 0.022
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 0.96
Elev (ft)
18.00
17.50
17.00
16.50
16.00
15.50
Section
Wednesday, Dec 21 2011
= 0.18
= 0.960
= 0.46
= 2.10
= 3.14
= 0.18
= 3.08
= 0.25
FZECEIVED
DEC 2 2 .2011
BY:
y, ,, iw co4uo
Depth (ft)
Reach (ft)

Hydrology Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Monday, Dee 12 2011
Swale C
Hydrograph type
= Rational
Peak discharge (cfs)
= 8.709
Storm frequency (yrs)
= 10
Time interval (min)
= 1
Drainage area (ac)
= 1.450
Runoff coeff. (C)
= 0.62
Rainfall Inten (inthr)
= 9.688
Tc by User (min)
= 5
OF Curve
= wilmington_2OO8.IDF
Rec limb factor
= 1.00
Q (cfs)
10.00
45
4.00
2.00
0.00 -y
0
— Runoff Hyd - Qp = 8.71 (cfs)
Runoff Hydrograph
10-yrfrequency
5
Hydrograph Volume - 2,613 (tuft); 0.060 (acft)
l�CEI V ED
DEC 2 2 .2011
BY:__
Q (cfs)
—T 10.00
4.00
2.00
0.00
10
Time (min)
Coastal Site Design, PC
"o P.O. Box 4041
Wilmington, NC 28406

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Auiodesk, Inc.
Swale C BARE EARTH
Trapezoidal
Highlighted
Bottom Width (ft)
= 2.00
Depth (ft)
Side Slopes (z:1)
= 5.00, 5.00
Q (cfs)
Total Depth (ft)
= 2.00
Area (sgft)
Invert Elev (ft)
= 13.50
Velocity (ft/s)
Slope (%)
= 0.70
Wetted Perim (ft)
N-Value
= 0.022
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 8.71
Elev (ft)
16.00
15.50
15.00
14.50
14.00
13.50
13.00
Section
Wednesday, Dec 212011
= 0.60
= 8.710
= 3.00
= 2.90
= 8.12
= 0.55
= 8.00
= 0.73
L22,2011
DE
BY:�
Depth (ft)
2.50
.........y.., q nv cv+W
2.00
1.50
1.00
i
M
-0.50
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc.
Swale C GRASSED LINED
Trapezoidal
Highlighted
Bottom Width (ft)
= 2.00
Depth (ft)
Side Slopes (z:1)
= 5.00, 5.00
Q (cfs)
Total Depth (ft)
= 2.00
Area (sqft)
Invert Elev (ft)
= 13.50
Velocity (ft/s)
Slope (%)
= 0.70
Wetted Perim (ft)
N-Value
= 0.030
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 8.71
Elev (ft)
1s.00
15.50
15.00
14.50
14.00
13.50
13.00
Section
Wednesday, Dec 212011
= 0.70
= 8.710
= 3.85
= 2.26
= 9.14
= 0.55
= 9.00
= 0.78
RECEIVED
DEC 2 2 .ZU11
BY:
Depth (ft)
2.50
2.00
1.50
1.00
0.50
o 1,
-0.50
Reach (ft)

Hydrology Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Swale D
Hydrograph type
= Rational
Storm frequency (yrs)
= 10
Drainage area (ac)
= 0.140
Rainfall Inten (in/hr)
= 9.688
OF Curve
= wilmington_2008.IDF
Monday, Dec 12 2011
Peak discharge (cfs)
= 0.949
Time interval (min)
= 1
Runoff coeff. (C)
= 0.7
Tc by User (min)
= 5
Rec limb factor
= 1.00
Runoff Hydrograph
Q (cfs) 10-yr frequency
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
— Runoff Hyd - Qp = 0.95 (cfs)
5
Hydrograph Volume = 285 (cuft); 0.007 (acft)
rZ `CEIVED
LBYOEC 2 2,?Oil
:�_
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
10
Time (min)
Coastal Site Design, PC
P.O. Box4041
Wilmington,
NC 28406

Channel Report
Hydraflow Express Extension for AutoCAD® Civil XM 2012 by Autodesk, Inc.
Swale D BARE EARTH
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 5.00, 5.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 13.60
Slope (%)
= 0.30
N-Value
= 0.022
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.95
Elev (ft)
16.00
15.50
15.00
14.50
14.00
13.50
13.00
Section
Highlighted
Depth (ft)
Q (Cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Dec 212011
= 0.25
= 0.950
= 0.81
= 1.17
= 4.55
= 0.17
= 4.50
= 0.27
DEC 2 2 .2011
Y:
2.40
1.90
1.40
M
0.40
-0.10
)c
-0.60
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3102012 by Autodesk, Inc.
Swale D GRASSED LINED
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 5.00, 5.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 13.60
Slope (%)
= 0.30
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.95
Elev (ft)
1 D.00
15.50
15.00
14.50
14.00
13.50
13.00
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Dec 212011
= 0.30
= 0.950
= 1.05
= 0.90
= 5.06
= 0.17
= 5.00
= 0.31
RECEIVED
DEC 2 2 .2011
BY:
Depth (ft)
2.40
1.40
r I•1
0.40
-0.10
F . O,
Reach (ft)

Hydrology Report
Hydraflow Express Extension for AutoCADV Civil 30® 2012 by Autodesk, Inc.
Swale E
Hydrograph type
= Rational
Storm frequency (yrs)
= 10
Drainage area (ac)
= 7.450
Rainfall Inten (in/hr)
= 7.914
OF Curve
= wilmington_2008.IDF
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
Monday, Dec 12 2011
Peak discharge (cfs)
= 26.53
Time interval (min)
= 1
Runoff coeff. (C)
= 0.45
Tc by User (min)
= 10
Rec limb factor
= 1.00
Runoff Hydrograph
1 0-yr frequency
Hydrograph Volume = 15,919 (cuR); 0.365 (acR)
0.00 if I I I
0 5 15
RECEIVED
— Runoff Hyd - Qp = 26.53 (cfs) DEC 2 2 .2011
BY:___ . $
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
�- 0.00
20
Coastal Slte Dasign, PC Time (min)
P.O. Box 4041
Wilmington, NC 28406

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc.
Swale E BARE EARTH
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 13.40
Slope (%)
= 0.30
N-Value
= 0.022
Calculations
Compute by:
Known Q
Known Q (cfs)
= 26.53
15.50
15.00
14.50
14.00
13.50
13.00
12.50
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Dec 212011
= 1.38
= 26.53
= 8.47
= 3.13
= 10.73
= 1.09
= 10.28
= 1.53
RECEIVED
DEC 2 2 .2011
BY:
Depth (ft)
2.60
2.10
1.60
1.10
-16
0.10
-0.40
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc.
Swale E GRASSED LINED
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 13.40
Slope (%)
= 0.30
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 26.53
Elev
16.00
15.50
15.00
14.50
14.00
13.50
13.00
12.50
(ft)
Section
Wednesday, Dec 212011
Highlighted
Depth (ft)
= 1.58
Q (cfs)
= 26.53
Area (sqft)
= 10.65
Velocity (ft/s)
= 2.49
Wetted Perim (ft)
= 11.99
Crit Depth, Yc (ft)
= 1.09
Top Width (ft)
= 11.48
EGL (ft)
= 1.68
fzgCEIVEi�
DEC 2 2 .2011
BY:
Depth (ft)
M=��M
I
E 12 vo
2.60
2.10
1.60
1.10
0.60
0.10
-0.40
W.rra
2 4 6
8 10 12
Reach (ft)
14 16 18 - -

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
P-1319 CAMP JOHNSON BEGS
MCB CAMP JOHNSON; ONSLOW COUNTY, NORTH CAROLINA
PREPARED FOR:
MR. DUANE MOCKUS.
ANDALE/SUNDT JOINT VENTURE
FEDERAL DIVISION
2626 SOUTH 68m STREET
TEMPE, AkWNA 88284
PREPARED BY:
ECS CAROLINAS, LLP
7211 OLDEN BUSINESS PARK
SURE 201
VALMINGTON, NORTH CAROLINA 28411
ECS CAROLJNA8, LLP PROJECT NO.: 22.18M
FIRM NO. F-1087
:4 SEAL
0g3 51
N � _r
033751
SEPTEMBER 28, 2011 RECEIVED
DEC 2 2 .2011
BY.. _______

Report of &Omfeoe Expbredw and Geotschnlcel EnpN mtv Analysis
P-1319 Camp Johnson aEGs
MCB Camp Jatusm. Ondow Cowry. North Carolina
ECB Project No.: 71.16850
Based on observations In the hand auger boring, the seasonal high water level Is estimated to
be at the surrace at the locations tested. The results of the hand auger boring are summarized
below:
Location
SHWL (in)
Ground Water
n
Infiltration Test Depth
n
Infiltration Rate
Inthr .
1-1
12
32
10 _
1.11
1-2
10
30
10
0.44
I-3
2CY
30
10
5.9
. 1-4
30:.
80
10
1.8
1-6
30
80
10,
3.3
1-8
24_
80
10 -
4.0.
1-7
30,
80
10
3.4
1-8
38
60
12
2.4
1-9
38
80
12
1.1
1-10
38.
80
12
0.46
For detailed Information, see the Intiibatlon testing form in Appendbx C.
4.0 Laboratory Test Results'
Index and engineering properties tests were performed on select samples of the sample soils
encountered within the test borings. In summary• the tested samples had In -situ moisture
contents of 13.3 to 35.6.
The Atterberg limb analysis of the tested sample indicated liquid limits of 22 to 47, plastic limits
of 15 to 21 and plasticity Indices of 3 to 26.
The grain strs analyses of the tested samples Indicated that the tested materials had 5.5 and
30.9 percent fines passing the number 200 slave.
Spedfic laboratory test results are provided In the Laboratory Testing Summary In Appendix D
of this report
RECEIVED
DEC 2 2 .2011
BY:

Infiltration Testing Form
P1319 Camp Johnson BEQ Site
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.16856
August 18, 2011
Location D. eDth Soli Description
I-1 0-10' Gray silty SAND
10'-36' Tan fine SAND w/silt
Seasonal High Water Table was estimated to be at 12 Inches below the
existing grade elevation.
Infiltration Rate: 1.1 Inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 32 inches below the existing grade
elevation.
Location Depth Soil Description
1-2 0-36° Black silty SAND
360-600 Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 10 inches below the
existing grade elevation.
Infiltration Rate: 0.44 Inches per hour .
Test was conducted at 10 Inches below existing grade elevation
Groundwater was encountered at 30 inches below the existing grade
elevation.
Locatioo Depth Soil Description
1-3 0-W Gray fine SAND
6°-18° Tan fine SAND
18'-36' Orange fine SAND w/clay
Seasonal High Water Table was estimated to be at 20 inches below the
existing grade elevation.
Infiltration Rate: 5.9 inches per hour
Test was conducted at 10 Inches below exlsting grade elevation
Groundwater was encountered at 30 inches below the existing grade
elevation.
=RECEIVED

Infiltration Testing Form
P1319 Camp Johnson BEQ Site
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.16856
August 18, 2011
Location DeDth Soil Description
1-4 0-12' Black silty SAND
12"-50' Tan fine SAND
ar-eo" Tan/Orange sandy CLAY
Seasonal High Water Table was estimated to be at 30 Inches below the
existing grade elevation.
Infiltration Rate: 1.8 inches per hour
Test was conducted at 10 Inches below existing grade elevation
Groundwater was encountered at 60 Inches below the existing grade
elevation.
Location Depth Soil Description
1-5 0-60' Tan/orange fine SAND
Seasonal High Water Table was estimated to be at 30 Inches below the
existing grade elevation.
Infiltration Rate: 3.3 Inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.
Location Deoth Soil Description
1-6 0-12' Gray silty SAND
12"-36" Tan/gray fine SAND
36"-60" Tan/Orange sandy CLAY
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 4.0 Inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.
RECEd VED
DEC 2 2 .2011
BY:��_

Infiltration Testing Form
P1319 Camp Johnson BEQ Site
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.16856
Location DeDth
1-7 0-6"
6"-36"
36"-60"
August 18, 2011
Soil Description
Tantorange fine SAND
Tan/gray fine SAND
Tan/Orange sandy CLAY
Seasonal High Water Table was estimated to be at 30 Inches below the
existing grade elevation.
Infiltration Rate: 3.4 inches per hour
Test was conducted at 10 Inches below existing grade elevation
Groundwater was encountered at 60 Inches below the existing grade
elevation.
Location DeDth Soil Description
1-8 0-6" Tan/orange CLAY (fill)
6'-55" Gray/brown fine SAND w/silt (fill)
55"-60" Tan/Orange sandy CLAY
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 2.4 inches per hour
Test was conducted at 12 inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.
Location DeDth Soil Description
1-9 0-6" Gray silty SAND
6'-24° Tan fine SAND
24"-60' Tan/Orange sandy CLAY
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 1.1 inches per hour
Test was conducted at 12 inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.
RECEIVEi�
DEC 2 21011
BY:

Infiltration Testing Form
P1319 Camp Johnson BEQ Site
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.16856
August 18, 2011
Location DeDth Soil Description
1-10 0-60 Gray sllty SAND
6'-24" Tan fine SAND
24°-60" Tan/Orange sandy CLAY
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Inflltratlon Rate: 0.46 inches per hour
Test was conducted at 12 Inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.
RECEIVED
DEC 2 2 .2011
BY:__ ____

t

8�
Table 8.03a
Value of Runoff Coefficient
(C) for Rational Formula
Land Use
Business:
Downtown areas
Neighborhood areas
Residential:
Single-family areas
Mufti units, detached
Mufti units, attached
Suburban
Industrial:
Light areas
Heavy areas
Parks, cemeteries
Playgrounds
Railroad yard areas
Unimproved areas
I*
0.70-0.95
0.50-0.70
0.30-0.50
0.40-0.60
0.60-0.75
0.2510.40
0.50-0.80
0.60-0.90
0.10-0.25
0.20-0.35
0.20-0.40
0.10-0.30
Streets:
Asphalt
0.70-0.95
Concrete
0 80-095
Brick
0.70-0.85
Drives and walks
0.75-0.85
Roofs
0.75-o.85
Land Use
Lawns:
Sandy soil, flat, 2 %
Sandy soil, ave., 2-7%
Sandy soil, steep, 7%
Heavy soil, flat, 2%
Heavy soil, ave., 2-7%
Heavy soil, steep, 7%
Agricultural land:
Bare packed soil
Smooth
Rough
Cultivated rows
Heavy soil no crop
Heavy soil with crop
Sandy soil no crop
Sandy soil with crop
Pasture
Heavy soil
Sandy soil
Woodlands
C
O.OS-0.10
0.10-0.15
0.15-0.20
0.13-0.17
0.18-0'22
0.25-0.35
0.30-0.60
0.20-0.50
0.30-0.60
0.20-0.50
0.20-0.40
0.10-0.25
0.15-0.45
0.05-0.25
0.05-0,25
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 rime may be determined from Figure 8.03a.
The flow time (in minutes) in the channel can be estimated by calculating the
average velocity.
average velocity in feet per minute and dividing the length (in feet) by the
Step4. Determine the rainfall intensity,frequency, and duration (Figures 8.03b
through 8.039—source: North Carolina State Highway Commission; Jan.
"ducat Select the chart for the locality closest to your location. Enter the
"duration" axis of the chart with the calculated time of concentration, Te. 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, O 00/sec); by multiplying the previously
determined factors using the rational formula (Sample problem 8,03a).
RECEIVED
DEC 2 2 Z011
BY:
M>r Coastal Site Design, pC
m a, P.O. Box 4041
Wilmington, NC 28406
8.03.2

APR-09-1996
16:15
FROM
EHNR
WILM REG OFFICE TO
97624201
P.02
85% TSS REMOVAL
30 FOOT
VEGETATED FII,TER REQUnaD
DE YM
3'
3.5' 4,0' 4.5' 5,0' 5.5' 6.0' 6.5' 7.0' 7.5'
IIdp %
%
.9
.8
.7
.6 .5 0 0
0
0 0
%
[40%
1.7
1.3
1.2
1.1 1.0 .9 .8
.7
.6. 5
%
2.5
2.2
1.9
1.8 1.6 1.5 1.3
1.2
1.0 .9
3.4
3.0
2.6
2.4 2.1 1.9 1.6
1.4
1.1 1.0
.3
3.0 2,7 2.4 2.1
1.8
1.5 1.3
.8
3.5 3.2 2.9 2.6
2.3
2.0 1.6
[1---
5
m
4.1 3.7 3.1 2.9
2.5
2.1 1 8
2
4.7 4.2 3.7 3.2
2.7
2.2 2.0
8
5.3 4.8 4.3 3.8
3.3
2.8 1.3
8
6.2 5.6 5.0 4.4
3.8
3.2 2.6
RECEIVED
90% TSS REMOVAL
DEC 2
2 .2011
NO VEGETATED FILTER REQVUW
BY:
DIEM
3'
3.5'
4.0'
4.5' 5.0' 5.5' 6.0'
6.5'
7.0' 7.5'
w %
10%
1.3
1.0
.8
.7 .6 .5 .4
3
.2 1
20%
2.4
2.0
1.8
1.7 1.5 1.4 1.2
1.0
.9 .6
30%
3.5
3.0
2.7
2.5 2.2 1.9 1.6
1.3
1.1 :8
a
40%
4.5
4.0
3.5
3.1 2.8 2.5 2.1
1.8
1.4 1.1
'
50%
5.6
5.0
4.3
3.9 3.5 3.1 2.7
2.3
1.9 1.5
u,
60%
7.0
6.0
5.3
4.8 4.3 3.9 3.4
2.9
2.4 1.9
70%
8.1
7.0
6.0
5.5 5.0 4.5 3.9
3.4
2.9 2.3.
0 F
U 2 s
80%
9.4
8.0
7.0
6.4 5.7 5.2 4.6
4.0
3.4 2.8
;
90 %,
10.7
9.0
7.9
7.2 6.5 3.9 5.2
4.6
3.9 3.3
100 %
12.0
10.0
S.
8.1 7.3 6.6 5.8
5.1
4.3 3.6

El
Table 8.05a
Maximum Allowable Design Velocities'
for Vegetated Channels
Typical Soil
Channel Slope Characteristicsz Grass Llning Permissible Veloclty3
Application for Established Grass
Lining (ft/sec)
0-5%
Easily Erodible
Non -plastic
Bermudagrass
5.0
(Sands & Sifts)
Tall fescue
Bahiagrass
4.5
Kentucky bluegrass
4.5
4.5
Grass -legume mixture
3.5
Erosion Resistant
Plastic
Bermudagrass
6.0
(Clay mixes)
Tall fescue
Bahiagrass
5.5
Kentucky bluegrass
5.5
5.5
Grass -legume mixture
4.5
5-10%
Easily Erodible
Non -plastic
Bermudagrass
4.5
(Sands &Silts)
Tali fescue
Bahiagrass
4.0
Kentuckybluegrass
4.0
4.0
Grass -legume mixture
3.0
Erosion Resistant
Plastic
Bermudagrass
5.5
(Clay Mixes)
Tall fescue
Bahiagrass
5.0
Kentucky bluegrass
5.0
Grass -legume mixture
3.5
>10%
Easily Erodible
Non -plastic
Bermudagrass
3.5
(Sands & Sifts) \
Tall fescue
Bahiagrass
2.5
Kentucky bluegrass
2.5
Erosion Resistant
Plastic
Bermudagrass
4.5
(Clay Mixes)
Tall fescue
Bahiagrass
3.5
Kentucky bluegrass
3.5
3.5
Source: USDA-SCS Modified
NOTE: 'Permissible Velocity based on 10-yr storm peak runoff
Soil erodibility based on resistance to soil movement from concentrated flowing water.
3Before grass is established, permissible velocity is determined by the type of temporary liner used.
Selecting Channel To calculate the required size of an open channel, assume the design flow is
uniform and does not vary with time. Since actual flow conditions change
Cross -Section
throughout the length of a channel, subdivide the channel into design reaches,
Geometry and design each reach to carry the appropriate capacity.
The three most commonly used channel cross -sections are "W-shaped, par-
abolic, and trapezoidal. Figure 8.05b gives mathematical formulas for the ar,
hydraulic radius and top width of each of these shapes. ea
RECEIVED r Coastal Sit
BY:—___.__
e Design, PC
DEC 2 2 .2011 r, P.O.Z4041
8.05.4 Wilmington, NC 28406

r
POINT PRECIPITATION /'
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14NMI
WUMINGTON SO AIRPORT, NORTH CAROLINA (31-d,14, VolI 3 N 77.3 W 26 feet
dom oo-Re9omoY Ad,oftlm OmimdaVb ,Ky ,,,, d Volume 1, Vmlpe
ONG HmN D.Mntm,a. f.*TT.PSUM k,MYA[geod D.OD4
NOAA, Natimel WeelherSa�ia, SDra SprmE, Alnylmd 20fM '
Foomeomd. Mae Feb { 2"
m II, h.11 < e:_ II 1&
N
Th-le-OmdunEegwrY,Onel,nbond one NftAUb1fi11kL A101,toA
Pee, mlern he 4ME WbdXfwF)DF§kftmW1W NOTE FmnmOV lac, of , normobappear,mo.
• Upper
Pr011tation
bound of the 90% confidence
Intensity Estimates
interval
(in/hr)
ARI20
euae) min min
6.73
mia min min
lmin hr In, hr hr
hr da da da da da da
537
7.97 637
4.46 .07 ].91
5.34 3.69 2.31
1.15 0.82 OSl 0.30 0.16
139 0.99 0.62 0.36 022
0.10 0.06 0.04 0.03 0.02 0.0210501 0.01
0.13 0.07 0.05
C� 9.32 7.46
F 30 1039 8.32
630 .47 2 87
7.01 5.08 3.31
1.78 127 0.79 0.46 om-
2.10 1.51 0.94 0.56 0.33
0.04 0.02 0.02 0.02 0.01
0.16 0.09 0.06 0.04 0.03 0.02 0.02 0.02
0.19 0.11 0.07 0.05 0.03 0.03 0.02 0.02
C� 11.72 9.34
05564537
7.89 5.64 3.89
.57 1.87 1.17 0.69 0.42
0
22 R0.13 0.08 0.06 0.04 0.03 0.02 0.02
02.74
o 15 0 07 0.00
3 003 0.02
100 13.79 10.96
200 14.84 I1.76
9.23 7.07 .87
9.89 7.70 5.40
3.42 .54' 1.60 0.96 0.58
3.90 2.93 1.85 1.12 0.68
0.33 0.18 0.11 0.08 0.05 0.04 0.03 0.03
039 0.20 0.12 0.09 0.06 0.04 0.03 0.03
® 16.22 I2.83
1000 17.33 13.64
]0.77 8.57 6.14
11.42 924 6.75
®3.54 215 1.38 0.84
5.29 .08 ®1.60 0.98
0.47 0.24 0.15' 0.11 0.07 0.05 0.04 0.03
0.55 10.2810ri710r I2 I nr�ln ndln�" Ind
'ine wwommctaem miEdmumWN ntO%aellMnm 1,116 Em vdue edddieX afEr ehmb,d `•�JuuTu:JL:JLJ
�.�piebp�lm M1syenry epanelse nbaOom�ARIYE, Arnge Reeumno�neeveL TaeE�Eequwrcyn Oen, Emu.
dDru¢ hnlae Yimmelm. NOTE Fameft pm,ib as neermmneppeeromn
•
Lower
bound
itaflan
of
the
Intensi
90% confidence interval
Estimates bl/hr
ARIPr
(Yeah*)
min
5.86
'I
mia EEda
EDIn
mla
hr
hr
1U hr hr da
de da
d, da d, da
0�
L.-'I8.14
6.95
.68
5.55
6.51
3. 00 .67
4.65 3.21
5.49 3.90
1.67
2.02
2.50
0.97
1.18
1.51
0.69
®0.52
1.08
0.43
0.67
0.25 0.15 0:09 0.05
0.30 0.18 0.10 0.06
0.39 0.23 0.13 0.07
0.03 0,03
0.04 0.03
0.05 004
0.02 0.01 0.01 0.01
0.02 0.02 0.01 0.01
0.03
.10
255
9.02
10.16
8.09
6.09 .41
6.84 5.07
2.87
3.37
1.78
2.16
1.28
1.57
0.80
0.99.
0.47 0.27 0.16 0.09
0.58 0.34 0.20 0.11
06 0.04
0.07 0.05
0.02 0.02 0.01
0.03 0.02 0.02 0.02
0.03 OF031 0.02 0.02
5010.98
100
11.82
8.75
9.40
7.38 5.56
7.92 6.06
Eff]
.17
2.50
2.85
1.83
2.12
1.15
IF347
0.68 0.40 0.23 .12
0.79 0.46 0.26 0.14
0.08 0.06
0.09 0.07
0.04 0.03 0.02 0.02
0.04 0.03 0.03 0.02
200
1261
10.00
8.41 6.55
.59
3.24
2.43
1.53
0.92 0.53 0.30 0.16
0.10 0.08
0.05 0.04 0.03 0.02
RECEIVED
DEC 2 2 .2011
BY:

JACKSONVILLE SOUTH QUADRANGLE
NORTH CAROLINA-ONSLOW CO.
'76 25' '79 I 7.5-MINUTE SERIES (TOPOGRAPHIC)
r ,
1 ro9
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.2011
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34.45'
000
ERS

COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
December 22, 2011
Christine Nelson
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Stormwater Submittal
Request for Additional Information (SW8 111207)
Neuse Road Extension
Onslow County
CSD Project No. 11-0239
Dear Christine:
REC,� DEC 2 2 2011
Thank you for your comments on the Neuse Road submittal. I've noted below our responses or actions regarding your
comments for the referenced project. Enclosed with this submittal, please find the following items.
- One (1) copy of the revised stormwater calcuations
- two (2) copies of sheets C-131 & C-506
- original revised page 2 of low density supplement
Items addressed:
1. added chart on sheet C-131 with structures and inverts for Stormwater pipes.
2. relocated outlet structure further south and showed a forebay berm cut to force flow along a 3:1 travel path.
3. the forebay cut is at elevation 15.5, not 15.0. However, we added a peninsula 16.0 contour to force water along a
longer flow path over the 15.5 cut.
4. low density supplement has been updated with Swales NR I through NR5. Conveyance Swale "E" remains
omitted from the supplement, as it only conveys already treated Stormwater from Wetbasin B in addition to runoff
from the existing Montford Landing roadside swale system.
5. updated swale calculations with composite C values which match low density supplement.
Please call if you have any questions.
Sincerely,
Howard Resnik, PE
Encl.: As noted above
RECEIVED
DEC 2 2 2011
BY:
cc: Calibre Engineering

A V&
MCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
December 20, 2011
Commanding Officer
MCB Camp Lejeune
c/o Carl Baker, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 111207
Neuse Road Extension
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for the Neuse Road Extension on December 14, 2011. A preliminary review of that
information has determined that the application is not complete. The following information is
needed to continue the stormwater review:
1. Please include, on the plans, the inverts of the stormwater pipes.
2. Please demonstrate that the pond meets the 3:1 flow path length as indicated on the wet
detention pond supplement. If necessary, consider relocating the outlet structure to the
southern -most side of the pond.
3. Please clarify if the elevation of the forebay berm is at 15 or 15.5 as both are indicated
on the wet detention basin detail (C-506).
4. Please complete Section III of the Low Density Supplement for all swales proposed
within the low density area of this project.
5. The express additional information fee has been waived for this request for additional
information.
6. Please keep in mind that changing one number may change other numbers and require
the calculations, supplements, and other supporting documentation to be updated.
Verify all numbers are correct to ensure consistency in the application documents.
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 December 23, 2011, 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 email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. Please note
that a second significant request for additional information may result in the return of the project.
If the project is returned, you will need to reschedule the project through the Express
coordinator for the next available review date, and resubmit all of the required items, including
the application fee.
I
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 NorthCarolina
Internet: http:llportal.ncdenr.org Na
try it //
An Equal Opportunity\ Affirmative Action Employer v/�/[i` {K" �

Carl Baker
December 20. 2011
Stormwater Application No. SW8 111207
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 label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
C - . ()2�
Christine Nelson
Environmental Engineer
GDS/can: S:\WQS\StormWater\Permits & Projects\201 1\1 11207 HD\2011 12 addinfo 111207
cc: Howard Resnik, Coastal Site Design
Christine Nelson
Wilmington Regional Office
Page 2 of 2

Nelson, Christine
From:
Nelson, Christine
Sent:
Tuesday, December 20, 2011 1:17 PM
To:
'[e-mail]'; Wright, Rodney;
(Thomas. [e-mail])'
Cc:
Russell, Janet
Subject:
request for additional info - Neuse Rd Ext.
Attachments:
2011 12 addinfo 111207.pdf
Gentlemen,
I've attached a pdf of
Please be aware that I will be out of the office
letter will also be sent Fi the mail!
Please let me know if you have any questions.
Thanks!
Christine
Christine Nelson
Environmental Engineer
NC DWQ - Stormwater Program
Wilmington Regional Office
910-796-7323
'Towler CIV David W'; 'Thomas Bradshaw
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
December 13, 2011
Christine Nelson
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Stormwater Submittal
Neuse Road Extension
Onslow County
CSD Project No. 11-0239
Dear Christine:
Enclosed please find the following items.
- one (1 copy of the Stormwater Management Calculations.
- two (2) copies of sheets C-131, C-506-508
- two (2) copies project limits, impervious dimensions and drainage area maps
- Original Stormwater application
- Original O & M for wet basin B
- Check for $4,000 check # 1014
- wet basin supplements for pond B
- two (2) copies of the grading sheets
- low density supplement
Please call if you have any questions.
Very truly yours,
Y I
Rodney Wright
Encl.: As noted above
FiVED
DEC 14 Z011
cc: Calibre Engineering

'. 1 , � � ^ �\S •t For DENR UseONLY-;V � Z'� 1�
Reviewer: 4
©, North Carolina Department of Environment and Submit: 12-0
Natural Resources ; 06
NCDENR Request for Express Permit Review me
Confirm'.
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 map (same items expected in the application package
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(d,)ncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.grogan(),,ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(g).ncmail.net
• Wilmington Region -Janet Russell 910-350.2004 or ianet.russell(7g ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SIN -
Permits of request
SW
SW
SW
SW
SW
Project Name: P1319 NEUSE ROAD EXT 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: [e-mail]
Physical Location: INTERSECTION OF NEUSE AND ROANOKE ROAD
Project Drains into SC:NSW waters — Water classification 19-16-4.5 (for classification see-http://h2o.enr.state.nc.us/bims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within'/2 mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N �T}�;1('�,
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC 7R',Cd.:.rL V ll] DAddress: PO BOX4041 City: WILMINGTON, State: NC Zip: 28406-_Phone: [phone], Fax: [phone], Email: HOWARD@COASTALSITEDESIGN,COM OV 2 8 2011
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 attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
® Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond 0 # 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 6 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
++++++++++n+ne++++++++++a:++•a++•.++++++++++r.++++++++.++++l:tr DENR use onh'+++++++++++++++++++n+++++ennsr:+++++++n++++n++nn++++n+n nrn++
Fee Split for multiple permits: (Check# ) Total Fee Amount $
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LID, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

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COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
FOR STORMWATER EXPRESS REVIEW
November 2011
PROJECT NAME: P1319 Neuse Road Ext.
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: This project is for the construction of a parking lot, sidewalk and a roadway extension to be located at
Camp Johnson at Camp Lejeune. Land disturbance associated with the improvements will be approximately 5.9 acres. The owner is
the United States Marine Corps. There are no wetlands located within the area of the development.
Stormwater from the site will drain to SC;NSW waters located in the White Oak River Basin (Index # 19-I6-4 .5). The project will be
low density utilizing sheet flow to natural ground. There is a pocket of high density associated with the parking lot. The runoff from
the parking lot and part of the road way extension will be conveyed to a pond designed for 90% TSS using an underground stormwater
collection system and open swales. Proposed impervious for the site is 24%. The project will have direct access onto Hoover Road
and Neuse Road. The roadway extension will extend Neuse Road till it intersects with Hoover Drive.
PROJECT BMP: low density with pocket of high density
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright
[e-mail]
910 791 4441 office
910 791 1501 fax
NOV 2 8 Z011