SW8120102_HISTORICAL FILE_20120130

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 ten o-7
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
ZDl'?- (I>, 30
YYYYMMDD

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NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue
Charles Wakild, P. E.
Governor
Director
January 30, 2012
Commanding Officer
MCB Camp Lejeune
c/o Carl Baker, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Dee Freeman
Secretary
Subject: State Stormwater Management Permit No. SW8 120102
Courthouse Bay BEQ at Munro Road
High Density Commercial Wet Detention Pond Project (Class SA waters)
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for the Courthouse Bay BEQ at Munro Road on January 30, 2012. 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 120102 dated January 30, 2012, for the construction, operation
and maintenance of the BMP's and built -upon area associated with the subject project.
This permit shall be effective from the date of issuance until January 30, 2020, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
conditions listed in this permit regarding the Operation and Maintenance of the BMP(s),
recordation of deed restrictions, procedures for changes of ownership, transferring the permit,
and renewing the permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system, to record deed restrictions, to transfer the
permit, or to renew the permit, 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 150B 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].
Sin erely,
Sin
Wakild, aPPPEDirector
Division of Water Quality
GDSI can: S:IWQSIStormwater\Permits & Projects120121120102 HD12012 01 permit 120102
CC' Howard Resnik, Coastal Site Design
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] DENR Assistance: 1-877-623-6748 NofthCarolina
Intemet: www.nmaterquality.org �/ y �' y atma l
An Equal opporlunky 1 Affirmative Action Employer ``/✓�

State Stormwater Management Systems
Permit No. SW8 120102
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT SA WATERS
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
MCB Camp Lejeune
Courthouse Bay BEQ at Munro Road
Command Drive and Monro Road, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of one (1) wet detention pond discharging to a
level spreader/ vegetated filter strip draining to Class SA waters 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 January 30, 2020, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.9 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 234,164 sf of impervious
area.
3. A 50' wide vegetative buffer must be provided and maintained 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.
4. The volume in excess of the design storm from the wet pond must flow overland
through a level spreader and 50-foot vegetated filter strip designed to pass the
peak flow from the 10 year storm in a diffuse, non -erosive manner.
5. The drainage area(s) will be limited to the amount(s) of built -upon area indicated
in Sections 1.2 and 1.8 of this permit, and per approved plans. The built -upon area
for the future development is limited to 1,OOO,square feet.
Page 2of8

State Stormwater Management Systems
Permit No. SW8 120102
C
7
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 required easements.
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. Draina a Area, acres:
gnsite ft2.
Offsite, ft .
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, FMS.�:
g. Permanent Pool Surface Arei, 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:
10.14
441,826
none
234,164
234,164
none
3.8
4.0
90%
25.0
25,515
68,782
27.3
0.2
2.7" O pipe
0.17
19,107
1/3 HP
Courthouse Bay / White Oak
19-36
"SA, HQV11"
9. The design storm volume discharged from the wet pond must be directed to a
level spreader / vegetated filter strip designed to effectively infiltrate the design
storm and to pass the peak flow from the 10-year stomr in a diffuse, non -erosive
manner. The following design criteria have been provided in the secondary BMP
and must be maintained at design condition:
a. Peak Discharge:
Design Storm, cfs:
0.17
10-yr Storm, cfs:
3.40
b. Length of Level Spreader, ft:
40
C. Width of Vegetated Filter Strip, ft:
100
d. Slope of Vegetated Filter Strip:
1.0%
11. SCHEDULE OF COMPLIANCE
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.
Page 3of8

State Stormwater Management Systems
Permit No. SW8 120102
3. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, the permittee shall cause a
certification from an appropriate designer for the system installed to be
submitted, 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.
4. If the permanent pool volume is greater than 30,000 cubic feet, a decorative
spray fountain 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.
5. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in its
entirety and maintenance must occur at the scheduled intervals.
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. The facilities shall be constructed in accordance with the conditions of this
permit, the approved plans and specifications, and other supporting data.
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. 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. The construction of any permitted BUA within the undeveloped future
areas shown on the approved plans.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 120102
10. Clear access to the stormwater facilities for inspection and maintenance shall be
maintained via appropriately recorded easements.
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
12. 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.
111. 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 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. Additional or replacement stormwater management systems shall
receive a permit from the Division prior to construction.
6. The permittee grants DEN 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, specifications, application forms, and design calculations for this
project are incorporated by reference and are enforceable parts of the permit.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 120102
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 301h day of January 2012.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 120102
Courthouse Bay BEQ at Munro Road
Stormwater Permit No. SW8 120102
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 7 of 8

State Stormwater Management Systems
Permit No. SW8 120102
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 above permanent pool are grassed with permanent vegetation.
9. Vegetated slopes above permanent pool 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, a
forebay, a vegetated filter, level spreader and a secondary BMP.
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
Page 8of8

COASTAL SITE DESIGN, PC
PO Box 4041 .
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
May 7, 2014
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: Pond As -Built & Certification
Courthouse Bay BEQ at Munro Road
FYI I Courthouse Bay P 1251 & P 1254
CSD Project No. 11-0251
Stormwater Project No. SW8 120102
Dear Christine:
Enclosed please find the following items for the referenced project:
- original and one (1) copy of the Stormwater Pond As -Built Drawing
- one (1) original Designer's Certification
GENE
BY:
We appreciate your assistance in this matter. Please call if you require any additional information.
Sincerely,
Howard Resnik, PE
Encl.: As noted above
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N 3 d 2012
COASTAL SITE DESIGN, PC
PO Box 4041
Wiimington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
January 30, 2012
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
SW8 120102
Onslow County
CSD Project No. 11-0251
Dear Christine:
Enclosed please find the following items.
- two (2) copies of sheets C-506,orifice size has been changed.
Please call if you have any questions.
Very truly yours,
�k
Rodney Wright
Encl.: As noted above
cc: Calibre Engineering
R, Ef CEIV�I]
JAN 3 0 2012
BY:

Nelson, Christine
From: Rodney Wright [rod ney@coastalsitedesig n. com]
Sent: Friday, January 27, 2012 3:54 PM
To: Nelson, Christine; Howard Resnik Contact
Cc: Russell, Janet
Subject: RE: Courthouse Bay BEQ
I'll have the copies to you on Monday.
Thanks and have a great weekend,
Rodney
From: Nelson, Christine mailto:christine.nelson ncdenr. ov]
Sent: Friday, January 27, 2012 3:43 PM
To: howard!@coastalsitedesign.com; Rodney Wright
Cc: Russell, Janet
Subject: Courthouse Bay BE=Q
Howard/Rodney,
I've pretty much completed my review of the Courthouse Bay BEQ project (SW8 120102) and the only thing I noticed
was that the orifice size on the outlet structure detail was IDed as 3" instead of 2.7". If you can get me two copies of an
updated sheet with the correct orifice size early next week, that should do it.
Thanks!
Christine
Christine Nelson
Environmental Engineer
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone: [phone]
Email correspondence to and from this address is subject to the North Carolina Public Records Low
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

Nelson, Christine
From:
Nelson, Christine
Sent:
Thursday, January 19, 2012 1:48 PM
To:
'Rodney Wright'
Cc:
Russell, Janet
Subject:
RE: CB revised info
Rodney,
Thank you for fixing those two sheets. I have swapped out the sheets.
Christine
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.
From: Rodney Wright [maiito:rodne coastalsitedesi n.com
Sent: Thursday, January 19, 2012 1:17 PM
To: Nelson, Christine
Subject: CB revised info
Christine,
Attached please find the revised narrative that removes the mention of infiltrating the difference of the 10 yr and 1 yr
storm. Also attached are the revised calcs showing just the design storm being effectively infiltrated instead of the
difference between the 10 and 1 yr storms.
Thanks,
Rodney Wright
Engineering Tech
Coastal Site Design, PC
rodnev(a?coastalsitedesian.com
Ph. 910-791-4441
Fax [phone]
***ANY DIGITAL INFORMATION IS PROVIDED FOR YOUR CONVENIENCE. NO CLAIM FOR ACCURACY IS MADE
BY COASTAL SITE DESIGN, PC EXCEPT FOR SIGNED AND STAMPED DOCUMENTS. USER SHALL ASSUME ALL
LIABILITY FOR USE AND/OR ALTERATION OF THIS DIGITAL PRODUCT.***

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
January 19, 2012
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
BEQ at Intersection of Command and Munro
Onslow County
CSD Project No.' 11-0251
Dear Christine:
Enclosed please find the following items.
one (1 copy of the Stormwater Management Calculations
two (2) copies of sheets C-130, C-506,C507-508
two (2) copies project limits, impervious dimensions and drainage area maps
Original stormwater application
Original O & M for wet basin A
- Check for $4,000 check # 64612
- wet basin supplements for pond A
- two (2) copies of the grading sheets-
- VFILS supplement
- Original O & M for VS/LS
Please call if you have any questions.
Very truly yours,
Rodneyyght
Encl.. As noted above
JAN 1 a 2012
i
cc: Calibre Engineering

STORMWATER MANAGEMENT CALCULATIONS
For
COURTHOUSE BAY P1251, P1254
BEQ AT INTERSECTION OF COMMAND AND MUNRO
PREPARED FOR
Deputy Public Works Officer
1005 Michael Road
MCB Camp Lejeune 28547
Prepared by:
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28408
Phone: [phone]
Fax: [phone],1501
License k,C-2710
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A Resnik, P.E. JAN 19 2012
(f9/Iz BY:

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
FOR STORMWATER EXPRESS REVIEW
January 15, 2012
PROJECT NAME: Courthouse Bay P1251 / BEQ located at intersection of Munro Road and Command Drive
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: The project area for this development is 10.14 acres with 12.83 acres of land disturbance. There are no
wetlands located within the project limits. This project includes the construction of barracks, basketball courts, and a parking deck to
be located at Courthouse Bay. The owner is the United States Marine Corps. Water and sewer will be provided by Camp Lejeune.
Stormwater from the site drains to Courthouse Bay, classified as SA;HQW waters located in the White Oak River Basin (Index # 19-
36). The project will be high density utilizing a wet basin designed for 90% TSS removal and will store the volume from the
difference of the 1 year pre/post storm event. The discharge from the pond will flow into a level spreader & filter strip area designed
to provide effective infiltration for the I yr 24 hr storm event. Stormwater will be conveyed to the pond using an underground
stormwater collection system and open conveyance ditches. Proposed impervious for the site is 53%. The site will have direct access
to Munro Road. SHWT and infiltration tests have been performed at the proposed locations ofthe wet basin and filter strip, and the
permanent pool elevation of the wet basin has been set above the SHWT elevation.
PROJECT BMP: high density wet pond with level spreader / filter strip
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041 7-BY:
Wilmington, NC 28406
JAN 1Rodney Wright
[e-mail]
910 7914441 office
910 791 1501 fax

, r r ,
PROJECT DATA:
TOTAL SITE
Existing Site Data (areas within property boundgyh
wetland area 0.00 sf (0.00 acres)
upland area 441,826 sf (10.14 acres)
Total site area 441,826 sf (10.14 acres)
Proposed Site _Data:
Buildings
128,595 sf
(2.95 acres)
Proposed asphalt
23,108 sf
(0.53 acres)
sidewalks
24,979 sf
(0.57 acres)
fire road
44,002 sf
(1.0 1 acres)
future
1,000 sf
(0.02 acres)
recreation
12,480 sf
(0.29 acres)
Total proposed impervious area
234,164 sf
(5.38 acres)
Soil Types:
Abbreviation Type and Description Hydrologic Group Area
Bab Baymeade A 10.14 ac
(See attached soils map and pages 132 of Table 15, "Physical and Chemical Properties of the
Soils")
RECEIVED
JAN 1 9 2012
BY:

POND A CALCULATIONS
PRE -DEVELOPED CONDITIONS FOR POND (see hydrograph summary and reports):
Pre-dev. to pond
CN Pre Developed = 45 (SCS) composite value determined as follows:
+/- 441,826 sf of soils area A, woods, poor condition (CN = 45)
Area = 441,826 sf or 10.14 acres
Hydraulic Length = 880 ft
Basin Slope = 1.8%
Qmax for pre-dev 1-yr/24-hr storm = 0.199 cfs
POST -DEVELOPED CONDITIONS FOR POND (see hydrograph summary and reports):
Post-dev,_to pond
CN Pre Developed = 70 (SCS) composite value determined as follows:
+l- 234,164 sf of impervious surface (CN = 98)
+1- 207,662 sf of soils area A, open space, good condition (CN = 39)
((234,164 x 98) + (207,662 x 39)) / 441,826 = 70.3
USED CN = 70
Area = 441,826 sf or 10.14 acres
Hydraulic Length = 700 ft
Basin Slope = 0.80%
Qmax for post-dev 1-yr/24-hr storm = 7.30 cfs
Routed site — areas draining to pond routed through pond and filter strip (see hydrograph summary
& reports):
Qmax for post route 1-yr/24-hr storm = 0.199
SUMMARY:
Qmax for routed post-dev 1-yr/24-hr storm = 0.199 efs < =0.199 cfs....0.K
RECEIVE
JAN 1 9 2ai2
BY:

t I ,
WET DETENTION BASIN CALCULATIONS
DETERMINE IMPERVIOUS PERCENTAGE
area to basin =
441,826
sf
10.14
acres
. buildings =
128,595
sf
2.95
acres
paved parking areas =
23,108
sf
0.53
acres
sidewalks =
24,979
sf
0.57
acres
fire road =
44,002
sf
1.01
acres
future =
1,000
sf
0.02
acres
rec =
12,480
sf
0.29
acres
total impervious surface =
234,164
sf
5.38
acres
total non -impervious surface =
207,662
sf
4.77
acres
percent imp. = 53.0 %
DETERMINE REQUIRED SURFACE AREA
from 90% TSS Removal Chart:
® depth = 4 ft
im %
SAIDA
50
4.3
53.0
x
60
5.3
x =
4.60
minimum surface area =
0.0460 x
=
20,324 sf
surface area provided = 25,515 sf ® elevation 24.5
1.5" VOLUME DETERMINATION:
DETERMINE RUNOFF COEFFICIENT (Rv)
= 53.0 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv = 0.05 + 0.009 (1)
Rv = 0.53 irYn
DETERMINE VOLUME
design storm = 1.5 inch
Rv = 0.53 infin
drainage area = 10.14 acres
volume = ?
volume = (design storm)(Rv)(drainage area)
volume = 0.7 acre-ft
volume = 29,263 of of required storage volume
441,826 sf
R-ECEAVED
JAN 1 9 2012
BY
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

ae
1 YR 24 HR PRE/POST VOLUME:
Pre -development: Rv = 0.05 + 0.9 * (0 ac 110.14 ac)
pre Rv = 0.05
Post -development: Rv = 0.05 + 0.9 * (5.38 ac 110.14 ac)
post Rv = 0.53
DETERMINE VOLUME
24 hr rainfaill intensity (1) 3.83 inch
Rv (post - pre) = 0.48 in/in
drainage area = 10.14 acres
volume = ?
volume = 3630 x I x (Rv post - Rv pre) x drainage area
volume = 67,668 cf of required storage volume
WET DETENTION BASIN STAGE -STORAGE TABLE:
ELEVATION AREA
(FT) (SF)
20 14,673
21 16,285
22 17,953
23 19,677
24 21,458
Bottom Shelf 24.5 22,370
PP 25 25,515
Top Shelf 25.5 28,810
26 29,830
State Storage 27 31,913
27.3 32,549
28 34,053
28.5 35,143
volume at permanent pool (elev. 25.0) =
PREIPOST storage volume provided (elev. 27.3)
total volume of basin =
surface area at bottom of 10:1 shelf (24.5) =
volume at bottom of 10:1 shelf =
surface area at top of 10:1 shelf (25.5) =
volume at top of 10:1 shelf
minimum forebay volume
INCREMENTAL
VOLUME STORAGE
(cf) (cf)
15,479
17,119
18,815
20,568
10,957
11,971
13,581
14,660
30,872
9,669
23,311
34,598
94,909 cf
68,782 Cf
221,600 cf
22,370 sf
82,938 cf
28,810 sf
108,490 Cf
18,982 Cf
13,581
28,241
59,113
68,782
92,093
126,691
RECEIVED
JAIL 1 9 2012
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

AVERAGE POND DEPTH
AREA BOTTOM SHELF (ABS) = 22,370 SF
AREA PP (APP) = 25,515 SF
AREA BOTTOM POND (ABP) = 14,673 SF
DEPTH = 24.5-20
4.5 ft
[0.25 X (1 + (ABS/APP))]+[((ABS+ABP)/2) X (DEPTH/ABS)]
AVERAGE DEPTH = 4.20 It
FOREBAY STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION AREA
VOLUME STORAGE
(Fr) (SF)
(Cf) (cf)
20 1,936
-
21 2,579
2,258 2,258
22 3,278
2,929 5,187
23 4,034
3,656 8,843
24 4,846
4,440 13,283
25 6,801
5,824 19,107
forebay volume provided = 19,107• Cf
STAGE - DISCHARGE TABLE:
size of orifice (in) = 2.70
elevation of orifice = 25.00
crest length of weir cut (ft) = 0.00
elevation of weir cut = -
crest length of grates (sf) = 4.0
elevation of grates = 27.3
crest length of spillway (ft) = 30.0
elevation of spillway = 28.0
ELEVATION 2.7" PVC WEIR
GRATES SPILLWAY TOTAL
(ft) (cts) (Cfs)
(Cfs) (Cfs) (Cfs)
25
0.00
-
26
0.19
-
27
0.27
-
27.3
0.29
no weir cut
28
0.33
no weir cut
28.5
0.36
no weir cut
PVC DRAW DOWN
Orifice size =
2.70
in
Normal Pool Storage Elev. =
25.00
1 year pre/post storage Elev. =
27.3
0.19
0.27
0.00 0.29
7.73 8.06
17.35 31.82 49.53
Orifice coefficient (C) = 0.6
Average head from 1 YEAR storage to orifice (h) = (27.3 - 25.0) /3 =
Orifice cross sectional area (A) = pi x r^2 = 3.14 x (N12)A2 =
Acceleration due to gravity (g)
Q=CA (2ghrl/2 = 0.6 x 0.04906 x (2x32.2x0.77)^1/2 =
68,782 / 0.20728 = 409,636 seconds =
0.77 It
0.03974 sf
32.2 ft/s^2
0.16791 cfs
4.74 days
- �� IVE"
3aN 1 9 za3z
j3y:
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NG 28406

EFFECTIVE INFILTRATION 1 VF CALCULATIONS
VOLUME FROM DESIGN STORM:
1 YR PRE/POST Volume = 67,668 cf
REQUIRED FILTER STRIP AREA:
DETERMINE AREA FOR EFFECTIVE INFILTRATION
K= 2.75 IN/HR (AVG OF BORINGS 111,11113, 13)
T = 4.74 DAYS
V = 67,668 CIF (1 Yr prelpost volume)
A= ?
A = V 1(2KT)
A = 2,596 SF NEEDED FOR EFFECTIVE INFILTRATION
A = 4,000 SF PROVIDED FOR FILTER STRIP
FILTER STRIP EFFECTIVE INFILTRATION:
linear infiltration rate = 2.75 in/hr
— 0.000064 ft/sec
Filter Strip bottom area = 4,000 sf
3-d infiltration rate = 0.26 cflsec
EFFECTIVE INFILTRATION CHECK:
DWQ Discharge Rate from 1 yr 24 hr = 0.16791 cfs (see PVC drawdown calc previous page)
SCS Peak Discharge Rate from 1 yr 24 hr = 0.199 cfs (see Hydroflow SCS summary report)
Filler Strip Infiltration Rate = 0.26 cfs
0.199 > 0.16791 Use 0.199 to demonstrate Effective Infiltration
0.26 a 0.199 Design Storm Effectively Infiltrates
LEVEL SPREADER CALCULATION:
10 YR Discharge = 3.39 cfs (Routed flow from pond, see hydrographs)
10 FT per CFS of Level Spreader Required = 33.9 FT concrete Level Spreader Required
40 FT concrete Level Spreader Specified
i TX. FD
i
i JAN 19 2012
JBY:
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

Hydrograph Summary Re po -Hydraflow Hydrographs Extension for AutoCADM Civil 3D® 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.199
2
842
5,155
---
---
Pre Dev
2
SCS Runoff
7.302
2
748
44,307
----
----
Post Dev
3
Reservoir
0.199
2
1450
39,888
2
26.26.
36,222
Routed
5
Rational
12.69
1
5
3,808
----
-----
-----
PreDev
6
Rational
38.08
1
5
11,424
—
--
Post Dev
7
Reservoir
0.125
1
10
9,292
6
25.42
11,387
Routed
RECEIVED
JAN 1 9 2012
BY:
C8_Pond.gpw
Return Period: 1 Year
Friday, 00 13, 2012

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3136 2012 by Autodesk, Inc. vE
Hyd. No. 1
Pre_Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 10.140 ac
Basin Slope
= 1.8 %
Tc method
= LAG
Total precip.
= 3.83 in
Storm duration
= 24 hrs
Friday, 00 13, 2012
Peak discharge
= 0.199 cfs
Time to peak
= 842 min
Hyd. volume
= 5,155 cult
Curve number
= 45
Hydraulic length
= 880 ft
Time of conc. (Tc)
= 54.32 min
Distribution
= Type III
Shape factor
= 484
Pre Dev
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
0.50
0.45
0.40
0.35
0.30 .
0.25
0.20
0.15
0.10
0.05
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 ZRC-EI.VED Time (min)
JAN 1 9 2012
BY:

I ,
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAO® Civil 3DO 2012 by Aulodesk, Inc. v9
Friday, 00 13. 2012
Hyd. No. 2
Post_Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 7.302 cfs
Storm frequency
= 1 yrs
Time to peak
= 748 min
Time interval
= 2 min
Hyd. volume
= 44,307 tuft
Drainage area
= 10.140 ac
Curve number
= 70"
Basin Slope
= 0.8 %
Hydraulic length
= 700 ft
Tc method
= LAG
Time of cone. (Tc)
= 35.71 min
Total precip.
= 3.83 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(5.380 x 98) + (4.760 x 39)] 110.140
Q (cfs)
8.00
AM
4.00
Paild
Post_Dev
Hyd. No. 2 --1 Year `
120 240 360 480 600 720 840
Hyd No. 2
Q (cfs)
8.00
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
R CIE' �V D Time (min)
BAN 1 9 2012
BY:

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Friday, 00 13, 2012
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.199 cfs
Storm frequency
= 1 yrs
Time to peak
= 1450 min
Time interval
= 2 min
Hyd. volume
= 39,888 cuft
Inflow hyd. No.
= 2 -Post Dev
Max. Elevation
= 26.26 ft
Reservoir name
= Pond A
Max. Storage
= 36,222 cult
Storage Indication method used.
Routed
Q (cfs)
Hyd.
No. 3 —1 Year
Q (cfs)
8.00
8.00
6.00
6.00
4,00
4.00
2.00
2.00
n nn
0 00
0 600 1200 1800 2400 3000 3600 4200' 4800 5400
Hyd No. 3 Hyd No. 2 [MLE01 Total storage used = 36,222 tuft
RECEIVED
JAN 1 9 2012
RV
6000
Time (min)

Hydrograph Repor#
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. ve.
Hyd. No. 5
Pre Dev
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 10.140 ac
Intensity
= 6.259 in/hr
OF Curve
= wilmington_2008.IDF
Q (cfs)
14.00
12.00
10.00
B.00
6.00
4.00
2.00
0.00 y
0 1 2
---- Hyd No, 5
Friday, 00 13, 2012
Peak discharge
= 12.69 cfs
Time to peak
= 5 min
Hyd. volume
= 3,808 cuft
Runoff coeff.
= 0.2
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Q WS)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
-N
o.aa
3 4 5 6 7 8 9 10
Time {min}
Rom' C IVED
JAN 1 9 2012
BY:
Pre_Dev
Hyd. No. 5 --1 Year

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31M 2012 by Autodesk, Inc. of
Hyd. No. 6
Post Dev
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 10.140 ac
Intensity
= 6.259 in/hr.
OF Curve
= wilmington_2008.IDF
Composite (Area1C) = [(5.380 x 0.95) + (4.760 x 0.20)] / 10,140
Q (cfs)
40.00
30.00
10.00
0.00 -i '
0 1
Hyd No. 6
Friday, 00 13, 2012
Peak discharge
= 38.08 cfs
Time to peak
= 5 min
Hyd. volume
= 11,424 cult
Runoff coeff.
= 0.6*1
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1 /1
Post Dev
Hyd. No. 6 -- 1 Year
2 3 4 5 6
Q (cfs)
40.00
30.00
20.00
10.00
-- I X 0.00
7 8 9 10
RECEIVED Time (min)
JAN 1 9 Z012
BY:

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 30® 2012 by Autodesk, Inc. v9
Hyd. No. 7
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 6 - Post Dev
Max. Elevation
Reservoir name
= Pond A
Max. Storage
Storage Indication method used.
Q (cfs)
40.00
30.00
20.00
10.00
0.00 -5
0
300 600
Hyd No. 7
Routed
Hyd. No. 7 -- 1 Year
900 1200
Hyd No. 6
Friday, 00 13, 2012
= 0.125 cfs
= 10 min
= 9,292 cult
= 25.42 ft
= 11,387 tuft
Q (cfs)
40.00
30.00
20.00
10.00
1 1 0.00
1500 1800 2100 2400 2700 3000
Total storage used = 11,387 cult Time (min)
RECEIVED
JAIV 1 9 2012
,BY:

Pond Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Pond No. f -
Pond A
Pond Data
Contours -User-defined contour areas. Conic
method used for volume
calculation. Begining Elevation = 25.00 ft
Stage 1 Storage
Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuft)
0,00
25.00
25,515
0
0
0.50
25.50
28,757
13,559
13,559
1.00
26.00
29,762
14,628
28,186
2.00
27.00
31,813
30,779
58,965
2.30
27.30
32,440
9,637
68,602
3.00
28.00
33,922
23,222
91,824
3.50
28.50
34,997
17,227
109,052
Culvert 1 Orifice Structures
Weir Structures
[A]
[Bl
[C]
[PrfRsr]
[Al [gl
Rise (in)
= 24.00
2.70
0.00
0.00
Crest Len (ft)
= 4.00 0.00
Span (in)
= 24.00
2.70
0,00
0.00
Crest El. (ft)
= 27.30 0.00
No. Barrels
= 1
1
0
0
Weir CoeH.
= 3.33 3.33
Invert El. (ft)
= 25.00
25.00
0.00
0.00
Weir Type
= 1 Rect
Length (ft)
= 37.00
1.00
0.00
0,00
Multi -Stage
= Yes Yes
Slope (%)
= 2.70
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exf l.(in/hr)
= 0,000 (by Wet area)
MultlStage
= n1a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
0.00 -t--I-
0.00 3,00
Total Q
Friday, 00 13, 2012
[C] [D]
30.00 0.00
28.00 0.00
2,60 3.33
Broad ---
No No
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. weir risers checked for orifice conditions (ic) and submergence (a).
Stage I Discharge
6.00 9.00 12.00 15.00 18.00 21.00
24.00 27.00 - 30,00 33.00
. CM
.BAN 1 9 2012
RV.
Elev (ft)
29-00
28.00
27.00
26.00
-' 25.00
36.00
Discharge (cfs)

Hydrograph Summary ReporlydraflowHydrographsExtension for AuloCAD®Civil 3DOD2012byAutodesk,Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
5.308
2
768
49.022
-- ---
-----
Pre Dev
2
SCS Runoff
24.19
2
744
138,355
------
-----
Post Dev
3
Reservoir
3.395
2
838
121,232
2
27,68
81,209
Routed
5
Rational
19.65
1
5
5,894
-----
—
—
Pre Dev
6
Rational
58.94
1
5
17,682
-----
Post Dev
7
Reservoir
0.164
1
10
14,823
6
25.64
17,629
Routed
RECEIVED
JAN 1 9 201z
BY:
CB_Pond.gpw
Return Period: 10 Year
Friday, 00 13, 2012

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2012 by Autodesk, Inc. A
Hyd. No. 1
Pre Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 10.140 ac
Curve number
Basin Slope
= 1.8 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 7.22 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
Pre_Dev
Hyd. No. 1 -- 10 Year
Friday, 00 13, 2012
= 5.308 cfs
= 768 min
= 49,022 cuft
= 45
= 880 ft
= 54.32 min
= Type III
484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.0a 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 RZ. ECEl TED Time (min)
JAN 1 9 20i2
BY:

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3138 2012 by Autodesk, Inc. v9
Friday, 00 13, 2012
Hyd. No. 2
Post Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 24.19 cfs
Storm frequency
= 10 yrs
Time to peak
= 744 min
Time interval
= 2 min
Hyd. volume
= 138,355 cuft
Drainage area
= 10.140 ac
Curve number
= 70*
Basin Slope
= 0.8 %
Hydraulic length
= 700 ft
Tc method
= LAG
Time of conc. (Tc)
= 35.71 min
Total precip.
= 7.22 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= .484
Composite (Area1CN) = ((5.380 x 98) + (4.760 x 39)) / 10.140
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
Post_Dev
Hyd. No. 2 -- 10 Year
Q (cfs)
2&00
24.00
20.00
16.00
12.00
M
4.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
-- Hyd No. 2 RECEI r D Time (min)
JAN 1 9 282
BY:

Hydrograph Report
Hydranow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post_Dev
Max. Elevation
Reservoir name
= Pond A
Max. Storage
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
Routed
Hyd. No. 3 -- 10 Year
Friday, 00 13, 2012
= 3.395 cfs
= 838 min
= 121,232 cuft
= 27.68 ft
= 81,209 cuft
a (cfs)
28.00
24.00
20.00
12.00
4.00
0.00 L ' L ` 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time {min) Ti
Hyd No. 3 - Hyd No. 2 U[.11-E Total storage used = 81,209 cuft 7 7][[' ��
N —' V D
JAN. 1 9 2012
]BY -

Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. vc
Hyd. No. 5
Pre_Dev
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 10.140 ac
Intensity
= 9.688 inlhr
OF Curve
= wilmington_2008.IDF
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0 1 2
Hyd No. 5
Friday, 00 13, 2012
Peak discharge
= 19.65 cfs
Time to peak
= 5 min
Hyd. volume
= 5,894 cult
Runoff coeff.
= 0.2
Tc by User
= 5.00 min
Asc/Rec limb fact
= 111
Pre Dev
Hyd. No. 5 -- 10 Year Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
3 4 5 6 7 8 9 10
RECEIVED Time (min)
JAB! 1 9 2012
BY:

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31® 2012 by Autodesk, Inc. v9
Friday, 00 13, 2012
Hyd. No. 6
Post_Dev
Hydrograph type
= Rational
Peak discharge
= 58.94 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 17,682 tuft
Drainage area
= 10.140 ac
Runoff coeff.
= 0.6*
Intensity
= 9.688 inlhr
Tc by User
= 5.00 min
OF Curve
= wilmington-2008.IDF
Asc/Rec limb fact
= 111
" Composite (Area/C) = ((5.380 x 0.95) + (4.760 x 0.20)] 110.140
Q (cfs)
60.00
50.00
40.00
20.00
10.00
0.00
0 1
Hyd No. 6
Post Dev
Hyd. No. 6 —10 Year
2 3 4 5 6
Q (cfs)
60.00
50.00
40.00
30.00
20.00
31 0.00
10
Time (min)

Hydrograph Report
Hydraflow Hydrograghs Extension forAutoCAD® Civil 3D920i2 by Autodesk, Inc. A
Friday, 00 13, 2012
Hyd. No. 7
Routed '
Hydrograph type
= Reservoir
Peak discharge
= 0.164 cfs
Storm frequency
= 10 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 14,823 cuft
Inflow hyd. No.
= 6 - Post_Dev
Max. Elevation
= 25.64 ft
Reservoir name
= Pond A
Max. Storage
= 17,629 cuft
Storage Indication method used
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Routed
Hyd. No. 7 —10 Year
a (cfs)
60.00
50.00"
30.00
20.00
10.00
0 300 600 900 1200 1500 1800 2100 2400 2700 -3000
_
�---- Hyd No. 7--W-�-- Hyd No. 6 I[_C.TCJ_:.CL1 Total storage used = 17,629 tuft Time (min)
RECEIVED
JAN 1 9 2012
BY:

Pond Report
Hydraflow Hydrographs Extension for AutoCADV Civil 3DO 2012 by Autodesk, Inc. v9
Friday, 00 13, 2012
Pond No. 1 - Pond A
Pond Data
Contours -User-defined contour areas. Conic method used for volume
calculation. Begining Elevation = 25.00 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (tuft)
Total storage (cult)
0.00 25.00
25,515
0
0
0,50 25.50
28,757
13,559
13,559
1.00 26.00
29,762
14,628
28,186
2.00 27.00
31,813
30,779
58,965
2.30 27.30
32,440
9,637
68,602
3.00 28.00
33,922
23,222
91,824
3.50 28.50
34,997
17,227
109,052
Culvert 1 Orifice Structures
Weir Structures
(A]
[B]
[C]
[PrfRsr]
[A] [fa]
[Cl [D]
Rise (In) = 24.00
2.70
0.00
0.00
Crest Len (ft)
= 4.00 0.00
30.00 0.00
Span (in) = 24.00
2.70
0.00
0.00
Crest El. (ft)
= 27.30 0.00
28.00 0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 3.33
2.60 3.33
Invert El. (ft) = 25.00
25-00
0.00
0.00
Weir Type
= 1 Rect
Broad ---
Length (ft) = 37.00
1,00
OM
0,00
Multi -Stage
= Yes Yes
No No
Slope (%) = 2.70
0.00
0.00
nla
N-Value = .013
.013
.013
nla
Orifice Coeff. = 0.60
0.60
0.60
0.60
ExfiL(inthr)
= 0,000 (by Wet area)
Multi -Stage = n1a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
1.00
l
0.00 T '
0.00 3.00
Total 0
Note: CulverUQririce outnaws are anatyzed under inlet (ic) and outlet (oc) contmt, Weir risers checked for orifice conditions (ic) and submargence (3)
Stage 1 Discharge
6.00 9.00 12.00 15.00 18.00 21.00
24.00 27.00 30.00 33.00
JAN 1 9 2012
Elev (ft)
29.00
28.00
27.00
26.00
-L- 25.00
36.00
Discharge (cfs)

i•�x �� t � (.,� .q '.,y � '.� � IVY"� '��":.
�'4r�u' f !� I .kLL'�• s, 11 ,�.'
I ��., � ,fir` �" :rsy � • �k �' S "Siftly n.� y � :.v
r�
S
J� r
kr
f 'm
Y �I`j',��7 g� � a � r. M �r. .1 M �y� I � � '. �r, � I •^ 4'}k ,}�'. � � �.
-dam. S •�'^'r � .� � i i k �. �' � - Wr�,v' `,� L � r a.. �.�
a,x♦i r: 'fi. f+i1 yF , ' ! �,T �` '�!°'/ k' Ire°' 1T
tY yt
41

132
TABLE 15.--PHYSICAL AND CHEMICAL PROPERTIES OF THE SOILS
Sail Survey
(The symbol < means leas than; > means more than. Entries under "Erosion factors--T" apply to the entire
profile. Entries under "Organic matter" apply only to the surface layer. Absence of an entry indicates
that data were not available or were not estimated)
I I
I 1
i I
1 I Erosion I
Soil name and IDepthi
Clay
I Moist (Permeability
IAvailablel Soil
IShrink-swell I factors I Organic
map symbol I I
I bulk I
I water Ireactionl potential I I
I matter
I !
I density I
!capacity I
I I K I
T I
I In 1
Pct
I g/cc I
In/hr
I In/in I PH
I 1 I
I Pct
AnB--------------1 0-131
1-12
11.35-1.551
2.0-6.0
10.05-0.1014.5-6.5
ILow---------- 10.101
5 1 0-2
Aipin 113-481
1-7
11.40-1.551
6.0-20.0
10.03-0.0914.5-6.5
ILow---------- 10.101
1
148-801
I I
5-8
11.45-1.651
I !
2.0-6.0
10.06-0.0914.5-6.5
I
ILow---------- 10.101
1
AuB-------------- 1 0-241
2-10
11.60-1.701
>6.0
I
10.04-0.0914.5-6.5
I I I
ILow---------- 10.101
I
5 1 .5-1
Autryville 124-381
10-25
11.40-1.601
2.0-6.0
10.08-0.1314.5-5.5
ILaw---------- 10.101
1
138-531
2-8
11.60-1.701
>6.0
10.03-0.0814.5-5.5
ILow---------- 10.101
1
153-991
I I
10-35
11.40-1.601
I
0.6-2.0
10.10-0.1514.5-5.5
Mow ---------- I0.171
1
BaB-------------- 1 0-301
0-8
I
11.60-1.751
6.0-20
I I
10.02-0.0614.5-6.5
I I I
ILow ---------- 10.101
1
5 1 .5-1
Baymeade 130-561
8-26
11.45-1.601
2.0-6.0
10.10-0.1414.5-6.5
ILow---------- 10.101
1
156-801
I I
0-12
11.60-1.751
I
6.0-20
10.02-0.1014.5-6.5
ILow---------- 10.101
1
BmB" : I I
I
1 I
I I
I I
I I l
I I I
I
I
Baymeade -------- 1 0-301
0-8
11.60-1.751
6.0-20
10.02-0.0614.5-6.5
ILow-------- =-10.101
5 1 .5-1
130-561
8-26
11.45-1.601
2.0-6.0
10.10-0.1414.5-6.5
ILow---------- 10.101
1
156-801
I I
0-12
11.60-1.751
I
6.0-20
10.02-0.1014.5-6.5
ILow---------- 10.101
1
Urban land. I 1
I
I I
I E
I E
I I I
I I I
I
I
I I
Bo --------------- 1 0-8 1
30-60
I I
11.20-1.40[
0.06-0.2
I I
10.02-0.0616.1-8.4
I 1 I
(High --------- 10.291
1
5 1 5-25
Bohicket 1 8-381
35-60
11.30-1.601
<0.06
10.02-0.0616.1-8.4
]High --------- 10.241
1
136-601
---
I --- I
---
I --- I---
I-------------I----I
I
l I
Ca---------------1 0-651
5-12
I I
11.45-1.601
>6.0
I I
10.02-0.1015.6-8.4
I I I
ILow---------- 10.151
I
5 1 .5-2
Carteret I I
I I
I I
I I I
I
I
Cc --------------- 1 0-721
0-3
I I
11.60-1.701
>20
I !
10.01-0.0315.6-7.8
I I I
ILow---------- 10.101
I
5 1 <.5
Corolla I I
I I
I I
I I I
I
I I
CrB, CrC--------- 1 0-8 1
6-20
I I
11.30-1.551
0.6-2.D
I I
10.12-0.1813.6-6.5
I I I
1Low---------- 10.371
I
5 1 .5-2
Craven 1 8-481
35-60
11.30-1.451
0.06-0.2
10.12-0.1513.6-5.5
IMaderate----- 10.321
1
148-801
• I I
5-35
11.35-1.601
I
0.2-6.0
10.08-0.1413.6-5.5
ILow---------- 10.321
1
Ct--------------- 1 0-341
0.-0.
I
ID.40-0.651
0.06-6.0
I I
10.35-0.45 <4.5
I
I I I I
ILow---------- 1---- 1--- 1 25-60
Croatan 134-401
8-20
11.40-1.601
0.2-6.0
10.10-0.1513.6-6.5
ILow---------- I ---- 1
1
140-701
10-35
11.40-1.601
0.2-2.0
10.12-0.2013.6-6.5
ILow---------- 1----1
1
170-001
---
I --- I
---
I --- I---
I -------------I-
I I
Da --------------- 1 0-4 1
---
I I
10.25-0.401
0.6-2.0
I I
10.25-0.5013.6-4.4
I I I
I ! I---
1
I
Dorovan 1 4-901
---
10.35-0.551
0.6-2.0
10.25-0.5013.6-4.4
1 ------------- I ---- 1
1
180-991
I I
5-20
11.40-1.651
I I
6.0-20
10.05-0.0814.5-5.5
ILow---------- I ---- I
I
Dc --------------- 1 0-601
0-4
11.60-1.701
>20
I I
10.02-0.0513.6-8.4
I i I
ILow---------- 10.101
I
5 1 .5-1
Duckaton 1 I
I I
I I
I I I
I
I I
F'oA-------------- 1 0-8 1
5-12
I I
11.20-1.401
6.0-20
I I
10.05-0.1014.5-6.5
I I E
ILow---------- 10.151
I
5 1 .5-2
Foreston 1 8-701
10-18
11.20-1.401
2.D-6.0
10.09-0.1314.5-5.5
ILow---------- 10.101
1
170-801
I
4-12
11.30-1.601
I
6.D-20
10.03-0.1014.5-5.5
ILow---------- 10.101
1
GoA-------------- 1 0-131
5-15
I
11.40-1.601
2.0-6.0
I I
10.08-0.1214.5-6.0
I I I
ILow---------- 10.201
I
5 1 .5-2
Goldsboro 113-801
1 1
18-30
11.30-1.501
1 1
0.6-2.0
10.11-0.1514.5-5.5
1 1
ILow----------- 10.241
1 1 1
1
1
J See footnote at and of table. C EI VED
JAN 1 9 2012
BY:

POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
WR MINGTON W80 AIRPORT, NORTH CAROU NA (31945n 34160 N 77.906I W 26 fat
�am'lmClpiladorFra 7 Aft ailm thodlea 9 NO" Ago 14, volume 2. Vmdm 3
oxBamdgD. B.LkT.Pang6akILYftand 0.R&w
NOAA, NAWW Wood= Barrloti 89-lpft M"� M
Bare Ts Fab S 2001
lion Fstbutes
ARP I 1It
aes
Li
fa
I .5
.83
1.041.431.78
10
79
26
.83
.54
.13
.93
7q
9.97
11.0013.76
16.5
2 .62
TTA
1.72
15
73
38
.%
.63
3.49 .
21
.14
.02
10.68
13.08
I6 26
39.45
S .72
.47.,
09
67,
50
.3-4
S.11
.02
7.04 Bb
98
94
I3.01
15.
1919
75
10 0.81
1.29
I.64
.08
.17
5.19
.14
22
39 28
1
11
14.95
17.83
1.71
38
25 . 0.91
1.
I.
73
.64
73
.17
45
.69
A8
10.4 1139
I17
.9717.70
.78
.09
.91
.58
138
Oi
.08
.49
.06
.57
.09
10.73
127E 13
14.66
15.93
19 96
.14
.75
1.65
100
1.
1.71
16
f
33
SS
.05
.15.
.84
f0 26
10.68
12.4
1261
1430 1S
1&
17,93
7
.57
.48
38
7.1
200
1.1
1.83
I4.75
16.61 17.48
I8
.21
9Z
09
318
so
1
1.
.98
.84
124
I5.2818.JX14
7.12
75
1000
134
11
65
30
1131
143
17:
.23 .78
28
1
33
.I2
1
a> 87 i818'11�11 *7bmv P$*b"#M .- oa a �IYtf Y b 11mip Roars Wftvd
Platte m6rb h lea alm br man lr mrm I1 M Ri A bfas mled.e near z o b a +e m0.
i U"w bond of the N% cad lnttrvd
tlon F.dlmates
A1ZI*"'
3
mb
10
mha
13
mfn
30
mm
60
120
mie
3
tr
f
tr
12
!,r
24
tr
Y
trday
4 '.
7
10
20
30
4t
60
1
0 5
90
1.12
1S3
1.91
46
.04
S$
Z7
.02
6$
.46
27
.6S
11.7
14.
I7 5
2
0.
1.
133
1.
1
79
.69
33
5.19
.08
.83
.79
.71'
11.51
13.96
17 26
.61
S
78
1
1
56
81
.73
.59
.71
.80
.68
.79
10.80
14.02
16 74
.45
I
1.7
31
21
.S4
.64
.69
8.03
.29
10
11.
12M
I6.01
] 8.
.03
.85
25
0.98
1
1
.8
.14
.61
37
10.
1I338
12
13 91
IS.
19.
I
.61
0.61
50
1.0611.69
1
73
3
95
58
$.20
.87-
11.
13.61
14 64
15.99
17
1.55
73
A
3 58
100
1:151.83
1
.53
84
64
55
1138I3.98
IS.91
16.93
18.2819.54
.21
39
24
6.59
200
1
1.
.85
80
.81
11.
13.52
16.3618.5619.49
09
.11
.19
5.58
9.58
SW
1.33
14
28
.l
28
10.
13.46
16
I8
64
.4
.61
94
1
.19
9.86
3.6
1000
1.
8
75
I0.571I5
58
19
25
.90
.83
.18
.76
7,38
38
.91
-TIN-,
hound
h caldldlaoa
a!
A n cf h aba 4-0 berrnr N 0-
emt•
'Th as p+ 411 1 cname Yi1l
Plum mw b liar br aan kdxmair JIM Fanmfq prwurt eaiadaa n�aaos b appaa
Laver bo=d of tU,90% Wnfidente httervd
]Isdmatw
A U**
ern
S
i
10
mmzwkmb
•15
30
50
120
3
tr
f
ter
U
br
24 a
tr hr
4
7 '
3.49
1A
Sfi
30
day
45 1
day
60
1
.4
.78
1341.
1
08
59
3.00
.SQ 4.16
.22
37
103713.
15.63
18.4
1.53
2
.38
.93
1.1
1.61
.14
3.64
.24 5.03
.70
6 62
.43
98
12 3
4.78
15.38
18.21
3
.68
I.08
13
1
23
.M
.70
A8 A4
.19
8 30
.19
1214
10
751
1
1
S6
3
83
.i3
.78
.91
.62
36 .64
AS
69
10.651391
16.73
4
.95
25
85
133
I.71
53
3
.98
8.15 .43 '
1018
11.
1274
1638
19A3
.57
7.20
SO
1.
1.85
78
51
.90
lw.21
.56 10
11.83133
14.45I83S
1.
.94
.67
1
200
1.06
1.6
10
.5
.4
.17
l 1.06
I2.90 I4.48
I5.32
16.89
i8 11
SS
23 78
0.73
.41
LpIV7E�
JAN 1 9 2012
BY:

Appendices
Table 8.03g Runoff curve numbers for other agriculture lands'
Curve numbers for
soil groups
--
Hydrologic
Cover type
conditions'
A
B
C
Q
Pasture, grassland, or range—
Poor
68
79
86
89
continuous forage for grazing.
Fair
49
69
79
84
Good
39
61
74
80
Meadow —continuous grass, protected
—
30
58
71
78
from grazing and generally mowed for
hay.
Brush —brush -weed -grass mixture with
Poor
48
67
77
83
brush the major element.'
Fair
35
56
70
77
Good
304
48
65
73
Woods --grass combination (orchard or
Poor
57
73
82
86
tree farm). s
Fair
43
65
76
82
Good
32
58
72
79
Woods.6
Poor
45
66
77
83
Fair
36
60
73
79
Good
304
55
70
77
Farmsteads --buildings, lanes,
—
59
74
82
86
driveways, and surrounding lots.
1 Average runoff condition, and l.= 0.25.
2 Poor: <50% ground cover or heavily grazed with no mulch.
Fair. 50 to 75% ground cover and not heavily grazed.
Good: > 75% ground cover and lightly or only occasionally grazed.
3 Poor: <50% ground cover.
Fair.' 50 to 75% ground cover.
Good: >75% ground cover.
4 Actual curve number is less than 30; use CN = 30 for runoff computations.
5 CN's shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of
conditions may be computed from the CN's for woods and pasture.
6 Poor. • Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair. Woods are grazed but not bumed, and some forest litter covers the soil.
Good: Woods are protected from grazing, and litter and brush adequately cover the soil.
R�CRTVED
JAN 19 2012
BY:
Rev. 6106
8.03.17

Appendices
1 Table 8.03e Runoff curve numbers of urban areas' I
Curve number for
-------------- . ---- ---Cover Description--------_--_---_ _—__hydrologic soil group---"—.
Cover type and hydrologic condition Average percent A i3 C D
impervious areal
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.) 3:
Poor condition (grass cover < 50%) ............. :...............
68
79
86
89
Fair condition (grass cover 50% to 75%) .....................
49
69
79
84
Good condition (grass cover > 75%) ............................
39
61
74
80
Impervious areas:
Paved parking lots, roofs, driveways, etc.
98
98
98
98
(excluding right-of-way) ...............................................
Streets and roads:
Paved; curbs and storm sewers (excluding
98
98
98
98
right-of-way)..................................................................
Paved; open ditches (including right-of-way) ................
83
89
92
93
Gravel (including tight -of -way) ......................................
76
85
89
91
Dirt (including right-of-way) ...........................................
72
82
87
89
Urban districts:
Commercial and business .................................................
85
89
92
94
95
industrial...........................................................................
72
81
88
91
93
Residential districts by average lot size:
118 acre or less (town houses) .........................................
65
77
85
90
92
114 acre....................................................... ......... ..... .......
38
61
75
83
87
113 acre.............................................................................
30
57
72
81
86
112 acre............................................................................
25
54
70
80
85
1 acre...............................................................................
20
51
68
79
84
2 acres..............................................................................
12
46
65
77
82
Developing urban areas
Newly graded areas
77
86
91
94
(pervious areas only, no vegetation)' ..............................
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
1. Average runoff condition, and la = 0.2S. 1
2. The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: Impervious
areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent
to open space In good hydrologic condition. CN's for other combinations of conditions may be computed using Figure 8.03c or 8.03d.
3. CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type.
4. Composite CN's to use for the design of temporary measures during grading and construction should be computed using Figure 8.03c
or 8.03d based on the degree of development (impervious area percentage) and the,CN's for the.newly'graded'pervious areas.
Rev.6106 JAN 9 2012 8.03-15
By

RPE2=09-1996 16:15 FROM FHNR WIL.M PEG OFFICE TO, 97624201 P.02
m
85% TSS REMOVAL
30 FOOT 'VEGETATED FILTER REQUO ED
Dl�
3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
Wee%
10%
.9
.8
.7
.6
.5
0 lo
0
0 lo
20 %
1.7
1.3
1.2
1.1
1.0
.9
.8
.7
.671.5
30 %
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
1.9
40 %
3.4
3.0
2.6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
50 %
4.2
3.7
3.3
3.4
2.7
2.4
2.1
1.8
1.5
1.3
60 %
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70 %
6.0
5.2
4.5
4.1
3.7
3.1
2.9
2.5
2.1
1.$
80 %
6.8
6.0
5.2
4.7
1 4.2
3.7
3.2
2.7
2.2
2.0
90 %
7.5
6.5
5.8
S.3
14.8
4.3
3.8
3.3
2.8
1.3
100 %
18.2
17.2,
6.8
6.2
5.6
S.Q
4.4
3.8
3.2
2.6
90% TSS REMOVAL
NO VEGETATED FILTER REQUWW
DMU
3'
3.5'
4.0'
4.5'
5,0'
5.5'
6.0'
6.5'
7.0'
7.5'
imp %
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
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
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
15.0
4.5
13.9
3.4
2.9
2.3.
80 %
9.4
8.0
7.0
6.4
5,7
5.2
4.6
4.0
3.4
2.8
90 %
10.7
19.0
7.9
7.2
6.5
5.9
5.2
14.6
3.9
3.3
100 %
12.4
1 10.0
8.8
18.1
7.3
6.6
5.8
5.1
4.3
3'.6

. . ..�.:,1l;�,�...s;l,•;; : _. _._ INLET, N.C.
NEW RIVERC
xs
N3430—W7715/7.5 --
�� 1952
�1 Flik (E) PFIOTOREVISED 1971
AMIS 5553 111 86—SERIB8 V849
SCALE 1:24000
l 0 1 MIL
1000 0 1000 ` 2006. M 4000 ww 6000• 7000 FEET
0 1 KILOMETER
,CbNTOUR INTERVAL 5 FEET
AfViW IS MEAN SEA LEVEL
DEPTH CURVES ANO'SOUNDINGS IN FEED —DATUM IS MEAN LOW WATER
SHORELINE SHOWN RE'PREY[NTB THE APPROXIMATE LINE OF MEAN RICH WATER
TMt "&,m DArec no T1.11 IC a cccT

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
P1251 & P1254 COURTHOUSE BAY BEGS
MC13 CAMP LEJEUNE, ONSLOW COUNTY, NORTH CAROLINA
PREPARED FOR:
.MR. ANDREW ANELLO
HARPER CONSTRUCTION COMPANY, INC.
E 2241 KTNER BOULEVARD
SUITE 300.
SAN DIEGO, CALIFORNIA 9210/4769
PREPARED BY:
ECS CAROLINAS, LLP
• 7211 OGDEN BUSINESS PARK
SUITE 201
W IL.MINGTON, ,NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO.: 22.17167
FIRM NO. F-1087
;ate PEkA
. 033 81
r
Gr����`
Nc'C033751
NOVEMBER 7, .2011 .
�CEIVED
JAN 1 9 2012
BY:

Report of Subsurface Exploration and Geotechnical Engineering Analysts
P1251 & P1254 Courthouse Bay BEQs
MCS Camp Lejeune, Cnskm County, North Carolina
ECS Project No.: 22.17167
4.3 Seasonal High Water Table and InfinMon Test Results
The results from groundwater observations, seasonal high water level (SHWL) estimates and
Infiltration tests performed in the hand auger borings are summarized below:
Location
SHWL
in
Ground Water
In
Infiltration Test
Depth In
Infiltration Rate
Whr
11
18
36
10
0.56
1-1-A
24
60
24
0.01
I-1-B
18
30
10
4.1
1-2
24
48
10. _
8.9
1-3
18
36
10
3.6
1-4,
36
36
12
3.2
1-5
48
76
24
13.0
1-6
50
70
28
17.2
1-7
60
90
36
15.6
I-8`
BO
90
36
12.9
1-9
48
80
24
8.3
1-10
48
1 76
+-24
4.1
For detailed Information, see the infiltration testing form in Appendix C.
4.8 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 6.3 to 47.4.
The Atterberg limits analysis of the tested sample Indicated Liquid limits of 42 and 44, plastic
limit of 19 and plasticity Indices of 23 and 25.
The grain size analyses of the tested samples indicated that the tested materials had 4.6 to
25.8 percent fines passing the number 200 sieve.
Specific laboratory test results are provided in the Laboratory Testing Summary In Appendix E
of this report.
RJECEIVED
JAN 1 9 2012
BY:

E C S C A RO LI N A S, L L P "Setting the Standard for Service"
Geotechnical - Construction Materials - Environmental - Facilities NCRepWeredEnpLieerinpFTrmF-1078
December 19, 2011
Mr. Andrew Anello
Harper Construction Company, Inc.
2241 Kettner Boulevard
Suite 300
San Diego, California 92101-1769
Reference: Report of Additional Infiltration Testing
P1251 & P1254 Courthouse Bay BEQs
MCB Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.17167-A
Dear Mr. Anello:
ECS Carolinas, LLP (ECS) recently. conducted additional infiltration testing for the
proposed stormwater best management practice (BMP) areas at the P-1251 & P-1254
Site in MCB Camp Lejeune, Onslow County, North Carolina. This letter, with
attachments, is the report of our testing.
Meld Testing
On December 14, 2011, ECS conducted an exploration of the subsurface soil and
groundwater conditions at two requested locations (1-11 and 1-12) shown on the
attache_ d Boring Location Plan (Figure 1). The purpose of this exploration was to
obtain subsurface information of the in -place soils for the proposed stormwater BMP
area. 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 also recorded the groundwater level and the
seasonal high water table (SHWT) observed at the time of the hand auger borings. The
attached Infiltration Testing Form provides a summary of the subsurface conditions
encountered at the hand auger boring locations.
The groundwater level and the SHWT were estimated at the boring locations below the
existing grade elevation. A summary of the findings are as follows:
1-11
> 60 inches
48 inches
1
1-12
> 60 inches
40 inches
ECS has conducted two infiltration tests utilizing a compact constant head
permeameter near the hand auger .borings to estimate the infiltration rate for the
subsurface soils. Infiltration tests are typically conducted at two feet above the SHWT.
ff the SHWT is less than three feet, the tests are conducted at ten inches below the
surface elevation. 7JAN
CEI�.ED 1 9 2012
tl:
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 - T: 910-686-9114 - F: 910-686-9666 - www.ecslimited.com

I f'
Report of IrdllhOCAn resting
P1261 & P1254 Caurffmse Bay BE09
MC8 Camp Lejeune, Qnslow County, North Carolina
ECS Profed Na 22-17167A
December 19, 2011
Field Test Results
Below Is a summary of the infiltration test results:
��.Y%.Ta-r .,. ��� Jt
Y
7jT �A7N `"i�r N.
"f" ?�ffd�h
l; �i-0 1ii.t"7r�?}DO
�' e }t o s ` �'�`� 'x d� '
tAY.l r:s�'i'�'.�1'r �R' ?,S.Si Jc i'W1k.'�,'
1
,`y ` u.: "^
�v.._ ,L�6. IL.�.
itc�':,?" a',ii;'•�,34
-11
Gra 'fine SAND
24 Inches
9.3 :
k1Z
Tan fine SAND
16 Indies
5.0
Infiltration rates and SHWT may vary within the proposed site due to changes In
elevation and subsurface conditions:
Closure
The acMJes and evaluative approaches used In this assessment are Consistent with
those normally employed In assessments of this type. ECS's testing of site conditions has
been based on our undemtanding.of the project Information and the data obtained during
our field aches.
ECS appr+edatss the opportunity. to provlde our services to you on this project. if you
have any questlons conceming this report or this project, please oontaci us at (910) 68e-
9114.
Respectfully,.
ECS CAROLINAS, LLP
K. Brooks Wall
Project Manager
Attachments: Figure 1 - Boring location Plan
Infiltration Testing Form
c
Walld M. Sobh, P.E.
Principal Engineer
RECEIVED
,BAN 1 9 2012
BY:
2

I
I
E)CIPLORATIONALJ P-I254 GOUKTH" BEG U
MCATInm IMIAOR a

Infiltration Testing Form
Courthouse Bay
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.17167
October 27, 2011
Location Depth Soil Description
1 0_10" Gray silty SAND
10"-24" Tan fine SAND
24%36 Tan/orange clayey SAND
Seasonal High Water Table was estimated to be; at 18 inches below the
existing grade elevation.
Infiltration Rate: 0.56. inches per hour -
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 36 inches below the existing grade
elevation.
Location Depth Soil Description.
2 0-10" Gray. fine SAND
10"-30" Tan fine SAND
30"-48 Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 24inches below the
existing grade elevation:
Infiltration Rate: 8.9 inches per hour
Test was conducted at 10. inches below existing grade elevation
Groundwater was encountered at 48 inches below the existing grade
elevation.
Location Depth Soil Description
3 0-6° Gray silty SAND
6"-18 Gray fine SAND
18"-38" Tan fine SAND w -Hardpan
Seasonal High Water Table was estimated to be at 18 inches below the
existing grade elevation.
.infiltration Rate: 3.6 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 36 inches below the existing grade
elevation.
FZECEIVED
JAN 1 9 2012
BY:

Infiltration Testing Form
Courthouse Bay
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.17167
October 27, 2011
Location. Depth Soil Description
4 0-10" Gray silty SAND
10"-40" Tan fine SAND
40n-60° Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.,
Infiltration Rate: 3.2 inches per hour
Test was; conducted at 12 inches below existing grade elevation
Groundwater,was encountered at '36 inches below the existing grade
elevation.
Location Depth Soil Description
5 0-24" Gray fine SAND
24"-30" Hardpan
.30"-80" Tan- fine SAND
Seasonal High Water Table .was estimated to be. at 48 inches below the
existing grade elevation.
Infiltration Rate: 13.0 inches per hour
Test was conducted at 24 inches below existing grade elevation
Groundwater was encountered at 76 inches below the existing grade
elevation.
Location Death Soil Description
6 0-2419Gray fine SAND
24"-70` . Tan tine SAND
Seasonal High Water Table was estimated to be at 50 inches below the
existing grade elevation.
Infiltration Rate: 17.2 inches per hour
Test was. conducted at 26 inches below existing grade elevation
Groundwater_ was encountered at 76 inches below the existing grade
elevation.
CEEVEF3
JAN 1 9 2012
BY:

I 1'
Infiltration Testing Form
Courthouse Bay
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.17167
October 27, 2011
Location Depth Soil Description
7 0-10" Gray fine SAND
10"-38" Tan fine SAND
38"-48" Tanlorange. fine SAND w clay
48" -90" Tan f ne SAND.
Seasonal High Water Tablewas estimated to be at 60 inches below_ the
existing grade elevation.
Infiltration ,Rate: 15.6 inches per hour
Testwas conducted at 36 inches below existing grade elevation
Groundwater was encountered at 90 inches .below the existing grade
elevation.
Location Depth
81 0-18"
'IT-48"
48"--60"
60"-90"
Soil Description
Gray -fine SAND .
Tan fine SAND
Tan/orange fine SAND w clay
Tan fine. SAND
Seasonal High. Water Table was estimated to be at 60 inches below the
existing grade elevation -
Infiltration Rate: 12.9 inches per hour
Test: was conducted at 36' inches below existing grade elevation
Groundwater was encountered. at 90 inches below the existing grade
elevation.
Location Depth Soil Description
9 0-80" Tan/brown fine SAND
Seasonal High. Water Table was, estimated to be at 48 inches below the
existing grade elevation:
Infiltration Rate: 8:3 inches per hour
Test Was conducted at 24 inches below existing grade elevation
Groundwater was encountered at 80 inches below the existing grade
elevation.
RE CEIVED
JAN 1 9 2012
BY:

� ♦ Y
Infiltration Testing Form
Courthouse Bay
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.17167
Octo bet 27. 2011
Location Depth Soil Description.
10 0-16" Gray fine SAND
16"-24" Hardpan
24"-80" Tan fine SAND
Seasonal High Water Table was estimated to be at 48 inches below the
existing grade elevation.
lnfiltratlon Rate: 4.1 inches per hour
Test was conducted at 24 inches below existing grade elevation
Groundwater was encountered at 76 inches below the existing grade
elevation.
RECEIVED
JAN 1 9 2012
BY:

1k ..
Infiltration Testing Form
P-1251 & P-1254 Courthouse Bay Geotech
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.17167A
December 14, 2011
Location Death Soil DescriR n
1-11 0-30" Gray fine SAND
30"-50" Tan fine SAND
50"-60" Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 48 inches below the
existing grade elevation..
Infiltration Rate: 9.3 inches per hour
Test was conducted at 24 Inches below existing grade elevation
Groundwater was not encountered up to 60 inches below the existing
grade elevation.
Location Depth Soil Description
1-12 0-12" Gray fine SAND
12-36" Tan fine SAND
36"-60" Tan/orange fine SAND w clay lens
Seasonal High Water Table was estimated to be at 40 inches below the
existing grade elevation.
Infiltration Rate: 5.0 inches per hour
Test was conducted at 16 inches below existing grade elevation
Groundwater was not encountered up to 60 inches below the existing
grade elevation.
RECEIVED
By:

Infiltration Testing Form
P-1251 & P-1254 Courthouse Bay Geotech
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.17167
November 3, 2011
Location Depth Soil Description
1-1 -A 0-12" Gray fine SAND
12"-24" Brown fine SAND
24"-60" Tan clayey SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 0.01 inches per hour
Test was conducted at 24 inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.
Location Depth
Soil Description
1-1-13 0-6"
Gray silty SAND
6"-18"
Gray fine SAND
18"-24"
Hardpan
24"48"
Gray fine SAND
Seasonal High Water Table was estimated to be at 18 inches below the
existing grade elevation.
Infiltration Rater 4.1 inches per hour
Test was conducted at 10 Inches below existing grade elevation'
Groundwater was encountered at 30 inches below the existing grade
elevation.
DECEIVED
JAN 1 9 2012
BX:

\A,e
Vp )&"""ID)
A I-
\-RD \VaM
vc A �� ,ZhTl
L-

41'

Nelson, Christine
From: Nelson, Christine
Sent: Wednesday, January 11, 2012 8:49 AM
To: Wright, Rodney; '[e-mail]'; 'Thomas Bradshaw
(Thomas. bradshaw@usmc. mil)'
Cc: Russell, Janet
Subject: Courthouse Bay BEQ vs Bayshore Commercial
Howard & Rodney,
I have had a chance to look over the Bayshore Commercial project (SW8 090704) and have gotten some insight from
Kelly, who permitted the project. This project was permitted in 2009 during a time we were still trying to figure out how
to handle the discharge from ponds within %: mi or SA waters. Even now, without written and approved guidance, we
are still trying to nail down the specifics but at least we have a better idea of what is necessary. From the
correspondence in the Bayshore file, it appears that there was no DWQ requirement to store/detain the 10 year storm
event (maybe the basin was to meet NHC quantity requirements?). It looks like this project was required to provide a
level spreader and filter strip designed to handle the pond discharge from the 10-year storm and provide effective
infiltration of the design storm. (This may have been where my fuzzy state yesterday didn't help.) the rules don't
require the entire 10 year storm event to be infiltrated, just the design storm. The rules just require the flow in excess
of the design storm go through a filter strip.
As long as you can provide calculations for the 10 yr storm discharge rate, provide a level spreader and filter strip sized
for that flow, and demonstrate that the design storm can effectively infiltrate within the filter strip, then there is no
need to permit that area as a basin.
Let me know if you have any questions.
Christine
Christine Nelson
Environmental Engineer
NC DWQ - Stormwater Program
Wilmington Regional Office
910-796-7323
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.

0 NVF
a-
M
N
Z P R
W Z ZZ
�O�
gw
�„
IL Jill
ul
Mu
Q U 04 <L

For OENR Use ONLY 5 CQ [�
I�y Reviewer. _G 0 ��
Is" North Carolina Department of Environment and
i Natural Resources submit:
NC®ENR Request for Express Permit Review Time:
..
Confirm: ( Z�
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 (POF 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;aiison.davidson(-ncmail.nef
• Fayetteville or Raleigh Region -David tee 919-791-4203; david.lee(c -ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.-grogan(o-ncmailmet
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison0mcmail.net
• Wilmington Region -Janet Russell 910-350-2004 or ianet.russell(a)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
n exf
Project Name: P1254 COURTHOUSE BAY 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:CORNER OF MUNRO ROAD AND COMMAND DRIVE
Project Drains into SA:HQW waters — Water classification 19-36 (for classification see-http:Ilh2o,enr.state.nc.us/bims/reports/reportsWB.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 Y or within 1 mile
and draining to class HQW waters? Y
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC
Address: PO BOX 4041 City: WILMINGTON, State: NC Zip: 28406-_ 1REC EIVED
Phone: [phone], Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY NOV 2 S 2011
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR; ❑ OTHER:
%BY:
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/Perennial Determination; T # 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 #)]
ElHigh Density -Detention Pond # Treatment Systems ❑ High Density -Infiltration - #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
ElHigh Density -Other _ # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation &
❑ Upland Devel.
❑ Land Quality ❑ Erosion and Sedimenta
��
12 - l
❑ Structures Information
❑ Urban Waterfront
,rbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS ; ( oo i for both scoaing and express meeting request
Wetlands on Site ❑ Yes ® No r D No ❑ YES: _acre(s)
Wetlands Delineation has been completed: El Yes ❑ i I Z-fa cannrr►�tcj Ion Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes r n o-t p rN, l(a y t-7, 2c> in Process wl US ACOE: ❑ Yes [I No Permit
Received from US ACOE ❑ Yes ❑ No i
DE;NR use 011Ey******+w+****+++++++++++++++++*+++++++s+*t**** *a+r+****s**+
Fee Split for multiplepermits: Check #
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
I
$
401:
1
$
LOS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

NCDENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
November 28, 2011
r. Paul Roberts, Vice President
erican Tower Corporation, Manager
A rican Towers LLC
400 egency Forest Dr.
Cary, C 27518-7723
Subject: Request for Additional Information
ormwater Project No. SW8 110419
Hi s Road American Tower Site 273437
Ca et County
Division of Water Quality
Coleen H. Sullins
Director
Dear Mr. Roberts:
Dee Freeman
Secretary
The Wilmington Region Office received an Express Stormwater Management Permit
Application for the Hibbs ad American Tower Sitee/273437 on November 17, 2011. A
preliminary review of that in rmation has determined that the application is not complete. The
following information is neede to continue the sto`rmwater review:
1. In the e-mail from Caro ' e Blount �gineer, dated 11/32011, an amended annual
report for American Tow Corporation dated July 20 2011 was provided in order to
demonstrate that Mr. Robe s is%a Vice President of this organization. However, it
was not disclosed at that tim that on July 26, 2011 American Tower Corporation
was withdrawn from the NC e etary of Stake by a merger with American Towers
LLC. If the manager of A rican owers LLC is still American Tower Corporation as
indicated in the July 12, 11 LLC plication, please provide current documentation
that American Tower C poration is a egistered corporation with active status in one
of the 50 states and pr vide official doc entation that Mr. Roberts is currently a
Vice President with t is organization.
2. In Section IV.10 q(the application:
a. Please rify that the total impervious s\waived
d in the second table
is Corr t.
b. Plea ensure that the proposed imper% impervious area
list in the first table considers the futurea allocated in the
'eond table.
3. The a ress additional information fee has bees request for additional
4. PI ase keep in mind that changing one number may change other mbers and
r quire the calculations, supplements, and other supporting docume tion to be
pdated. Verify all numbers are correct to ensure consistency in the a lication
documents.
Pleas note that this request for additional information is in response to a preliminary review.
The equested information should be received in this Office prior to December 5, 2011, or the
ap ication will be returned as incomplete. The return of a project will necessitate resubmittal of
required items, including the application fee.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877-623.6748 North Carolina
tntemet: http://portaJ.nodenr.org Aatu m/ #
An Equal Opportunity 1 Affirmative Action Employer "

� � z

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
.FOR STORMWATER EXPRESS REVIEW
November 2011
PROJECT NAME: Bachelor Enlisted Quarters, MCAS P-1254
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: The project area for this development is 12.09 acres with 11.00 acres of disturbance. There are no
wetlands within the project limits. This project is for the construction of barracks, basketball courts and a parking deck to be located at
Courthouse Bay. The owner is the United States Marine Corps. Water and sewer will be provided by the Base.
Stormwater from the site will drain to SA;HQW waters located in the White Oak River Basin (Index # 19-36). The project will be
high density utilizing a wet basin that discharges into a filter strip so it meets the requirement of no new stormwater discharge.
Storntwater will be conveyed to the pond using an underground stormwater collection system and open ditches. Proposed impervious
for the site is 48.6%. The site will have direct access to Munro Road. SH WT tess have been performed at the proposed location of
the wet basin and the PP of the basin will be set at 0.5 ft above or below the S14 WT elevation.
PROJECTBMP: high density wet pond.
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright
rodney@coastalsitedes ign.co m
910 7914441 office
910 791 1501 fax