SW8100201_HISTORICAL FILE_20111220

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 [bOZC)
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
'Zo 11 / 2.2-0
YYYYM M D D

Beverly Eaves Perdue
Governor
December 20, 2011
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Coleen H. Sullins
Director
Carl Baker, Deputy Public Works Director
USMCB — Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 100201
French Creek BEQ P-107 & P-1047
High Density Commercial Wet Detention Pond Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit Application for French
Creek BEQ P-107 & P-1047 on December 16, 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 100201 dated December 20,
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 June 11, 2020, 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 150B of the North Carolina General Statutes, and must be filed
with the OAH within thirty (30) days of receipt of this permit. Unless such demands are made this permit shall
be final and binding. You should contact the OAH with all questions regarding the filing fee and/or the details of
the filing process. The mailing address, telephone and fax numbers for the Office of Administrative Hearings
are: 6714 Mail Service Center, Raleigh, NC 27699-6714, Telephone [phone] or visit their website at
www.ncoah.com.
If you have any questions, or need additional information concerning this matter, please contact Chris Baker, at
[phone].
Sincerely, -�
For Coleen Sullins, Director
Division of Water Quality
GDSI csb: S:1WQS1StormwaterlPermits & Projects12011\100201 HD12011 12 permit 100201
cc: Howard Resnik, P. E., Coastal Site Design
Wilmington Regional Office Stormwater File
Wilmington Regional Office One
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 NOrthCaro ina
Phone: [phone] FAX: [phone] t Customer Service: 1-877-623-6748 I11
Internet: www,ncwaterqualiry.org �atl1rai

State Stormwater Management Systems
Permit No. SW8 100201
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
USMCB — Camp Lejeune
French Creek BEQ P-1017 and P-1047
Sneads Ferry Road, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of four (4) wet detention ponds 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 dune 11, 2020, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff
as described in Section 1.8 on page 3 of this permit. The stormwater controls labeled
DA-A, DA-B, DA-C, and DA-D have been designed to handle the runoff from 333,858,
139,856, 115371, and 175,038 square feet of built -upon area, respectively.
3. 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.
4. 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 39,500 square feet.
5. All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded easements. The final plats for the project will be recorded
showing all such required easements, in accordance with the approved plans.
6. 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.
Page 2 of 7

State Stormwater Management Systems
Permit No, SW8 100201
7. The following design criteria have been provided in the wet detention pond and must
be maintained at design condition:
Pond A
Pond B
Pond C
Pond D
a.
Drainage Area, acres:
Onsite, ft ..
Offsite, ft2
13.07
569,142
None
6.6
287,469
None
15.63
680,697
None
7.65
333,366
None
b.
Total Impervious Surfaces, ft:
Onsite, ft2.
Offsite ft2
333,858
333,858
None
139,856
139,856
None
115,371
115,371
None
175,038
175,038
None
c.
Design Storm, inches:
1.5
1.5
1.5
1.5
d.
Average Pond Design Depth, feet:
5
4
4
4
e.
TSS removal efficiency:
90
90
90
90
f.
Permanent Pool Elevation, FMSL:
15.2
10.65
12.5
12.5
g.
Permanent Pool Surface Area, ft:
27,880
13,976
13,753
15,208
h.
Permitted Storage Volume, ft :
43,871
18,613
29,982
22,394
i.
Temporary Storage Elevation, FMSL:
16.3
11.7
13.6
13.7
j.
Pre-dev. 1 r-24 hr. discharge rate, cfs:
16.36
0.86
15.69
11.97
k.
Controlling Orifice, in:
3.5
2
1.75
2.5
I.
Orifice flowrate, cfs:
0.19
0.06
0.05
0.1
M.
Permitted Forebay Volume,ft:
25,224
10,120
5,440
11,361
n.
Fountain Horsepower
112
116
118
116
o.
Receiving_Stream/River Basin:
Co dels Creek 1 White Oak
Stream Index Number:
19 - 23
q.
Classification of Water Body:
SC;NSW
II. 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.
3. 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.
4. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
5. 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
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 100201
those deviations.
6. The facilities shall be constructed as shown on the approved plans. This permit shall
become void unless the facilities are constructed in accordance with the conditions of
this permit, the approved plans and specifications, and other supporting data.
7. Decorative spray fountains will be allowed in the stormwater treatment system, subject
to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent pool
surface.
b. Separated units, where the nozzle, pump and intake are connected by tubing,
may be used only if they draw water from the surface in the deepest part of the
pond.
c. The falling water from the fountain must be centered in the pond, away from the
shoreline.
d. The maximum horsepower for a fountain in this ponds A, B; C, and D are 112,
116, 118, and 116 horsepower, respectively.
8. If the stormwater system was used as an Erosion Control device, it must be restored
to design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
9. Access to the stormwater facilities for inspection and maintenance shall be maintained
via appropriate recorded easements at all times.
10. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. 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.
11. Prior to the construction of any permitted future areas shown on the approved plans,
the permittee shall submit final site layout and grading plans to the Division for
approval.
12. 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.
13. Approved plans 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.
Page 4of7

State Stormwater Management Systems
Permit No. SW8 100201
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. At least 30 days prior to a change of ownership, or a name
change of the permittee or of the project, or a mailing address change, the permittee
must submit a completed and signed Name/Ownership Change Form to the Division
of Water Quality, accompanied by the supporting documentation as listed on the form.
The approval of this request will be considered on its merits and may or may not be
approved.
2. The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request. Neither the sale of the project 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.
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.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit remains in force and effect until modified, revoked, terminated or renewed.
The permit may be modified, revoked and reissued or terminated for cause. The filing
of a request for a permit modification, revocation and re -issuance or termination does
not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. 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 20th day of December, 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
iZ ' J _ � 9
for olee . Sui ins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 100201
French Creek BEQ P-1017 & P-1047
Stormwater Permit No. SW8 100201
Onslow County
Designer's Certification
I, , as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best
of my abilities, due care and diligence was used in the observation of the project construction
such that the construction was observed to be built within substantial compliance and intent
of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
• Permit No. SW8 100201
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
$. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
.10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
_11. The permitted amounts of surface area and/or volume have been provided.
_12. Required drawdown devices are correctly sized and located per the approved
plans.
_13. All required design depths are provided.
_14. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
.15. The required system dimensions are provided per the approved plans.
_16. All components of the stormwater BMP are located in either recorded common
areas, or recorded easements.
CC' NCDENR-DWQ Regional Office
Page 7 of 7

Permit Number SW8100201
Central Files: AP5 SWP
12/20/11
Permit Tracking Slip
Program Category Status Project Type
State SW / Active Major modification
Permit Type \J Version Permit Classification
State Stormwater 1.30 Individual
Primary Reviewer
chris.baker
Coastal SW Rule
Coastal Stormwater - 2008
Permitted Flow
Permit Contact Affiliation
Facility
Facility Name Major/Minor Region
French Creek BEQ P1017 and P1047 Minor Wilmington
Location Address County
Sneads Ferry Rd Onslow
Camp Lejeune NC 28547 Facility Contact Affiliation
Owner
Owner Name Owner Type
Commanding Officer US Marine Corps - Camp Lejeune Government - Federal
Owner Affiliation
Carl H. Baker Jr.
Building 1005 Michael Rd
Dates/Events Camp Lejeune NC 28547
Scheduled
Orig Issue App Received Draft Initiated Issuance Public Notice Issue Effective Expiration
08/09/11 12101 /11 12/20/11 12/20/11 06111 /20
Regulated Activities Requested/Received Events
State Stormwater - HD - Detention Pond Deed restriction requested
Deed restriction received
Additional information received
Additional information requested 12/09/1 1
Oudall NULL
Waterbody Name Stream Index Number Current Class Subbasin

f
�. �� ■ / .
6
11
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington; NC 28406
Phone:[phone]
Fax: [phone]
License # C-2710
January 24, 2011
Chris Baker
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Submittal modification SWS 100201
FY09 French Creek Birch and Gonz. St Extension
Onslow County
CSD Project No. 09-021 1
Dear Chris:
-Enclosed please find the following items.
- one (1 copy of the Stormwater Management Calculations
- two (2) copies of sheets C-104, C-510- C-512, C-5 T5
two (2) copies project limits and drainage area map
- two (2) copies road profiles.
- Original stormwater application
Original O & M for wet basins
- Check for $4,000 check # 3546
- Wet basin supplements
ACOE permit for wetlands crossings
Please call if you have any questions.
Very truly yours,
i
Rodney •fight
Encl.: As noted above
JAN 2 4 2011
BY Cc��
cc: Calibre Engineering

a I'M
is
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
December lb, 2011
Chris Baker
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division'of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Submittal modification SWS 100201
FY09 French Creek Birch and Gonz. St Extension
Onslow County
CSD Project No. 09-0211 & 11-0239
Dear Chris:
Enclosed please find the following items.
- one (1) copy of the revised cales for Pond C
- two (2) copies of sheets C-510
- revised wet basin supplements for pond C
Please call if you have any questions.
Very truly yours,
Rodney righ
Encl.: As noted above
cc: Calibre Engineering
i:,o .OPINED
i DEC 1 6 Z011

COASTAL SITE DESIGN, PC
PQ Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
December b, 2011
Chris Baker
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Submittal modification SW8100201
FY09 French Creek Birch and Gonz. St Extension
Onslow County
CS Project No. 09-021 1 & 11-0239
Dear Chris:
Enclosed please find the following items.
- one (1) copy of the revised calcs for Pond B
- two (2) copies of sheets C-101, C-505- C-509, C-510,C-515
- two (2) copies project limits, impervious dimensions and drainage area maps
- revised wet basin supplements for pond B
- two (2) copies of the grading sheets
Please call if you have any questions.
Very truly yours,
Rodney Wright
Encl.: As noted above
cc: Calibre Engineering
RECEIVED
DEC o s ton
BY:

AGFANorth Carolina Department of Environment and Natural Resources
RMEN Request for Express Permit Review , '3 C) �S-
or
FiLL-iN all the information below and CHECK the Permit(s) you are requesting for express review. FAX o a
co ►,�s.�c 11- 22..
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same item., a..rc�+c c nr}nr w�ixunaHd
of the project location. Please include this form in the application package. . ,
• Asheville Region -Alison Davidson 828-296-4698;[e-mail]
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(aDncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or [e-mail]
• Washington Region -Lyn Hardison 252-946-9215 or I n.hardisoapncmaif.net
• Wilmington Region -Janet Russell 910-350-2004 or 'anet.russell ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
SW 100201
SW
SW
SW
SW
Project Name: FY09 FRENCH CREEK P1017 & P1047 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:END OF BIRCH STREET l SNEADS FERRY SiDE
Project Drains into SC:NSW waters — Water classification 19_23 (for classification see-http.Ilh2o.enr.state.nc,uslbims/reportslre ortsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within % mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC
p y .��__ t-_ ._.
Address: PO BOX 4041 City: WILMINGTON, State: NC Zip: 82 406-_ v
Phone: [phone], Fax:[phone], Email: [e-mail] NOV 0
SECTION ONE: REQUESTING A SCOPING MEETING ONLY i
❑ 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
❑ Intermiltent/Perennial Determination: _ # of stream calls - Please allach 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 ElOff-site [SW (Provide permit #)]
® High Density -Detention Pond 3 # Treatment Systems ® High Density -Infiltration 2 #Treatment Systems
❑ High Density -Bio-Retention — # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ® MOD:[] Major ❑ Minor ❑ Ran Revision ❑ Redev. Exclusion SW (Provide permit a)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
11 RC-VCS CA %5 1'Klr nc CA
VCITION
nd Quality Erosion and Sedimentation Control Plan with - acres to be disturbed.(CK # (for DENR use))
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 wl US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
Fee Split for multiple permits: (Check >l } Total Fee Amount S
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ AID, ❑ LD, ❑ Gen}
$
401:
1
$
LDS
$
Stream Deter,_—
$
W11,WKIP 1=V0000c eA"" �nnn

DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to Vincent. [e-mail]. If them are more than 7 areas to be tested,
attach a second sheet.
State Soil Scientist Confirmation Visit date/time: 1111012011------8:00*
Project Name: FY09 FRENCH CREEK BEQ P-1017 P-1047 County: ONSLOW
Street Address: Gonzalez Blvd
Directions from the nearest intersection of two major roads: Intersection of US 17 and
NC 24. Take NC 24 East to Holcomb Blvd. Turn right onto Holcomb Blvd. Travel approximately 3.3
miles to Sneads Ferry Road. Turn Left on Sneads Ferry Road. Travel approximately 1.3 miles turn
right onto Gonzalez blvd (under construction) proceed to intersection of Gonzalez and Birch St.
>1 acre being disturbed? ®YES ❑NO CAMA Major required? DYES ®NO
Consultant Name: Rodney Wright Phone: [phone]
Consultant Firm Name: Coastal Site Design, PC
Bore Number
1
2
3
4
5
6
7
a Existing Ground Elevation
b Proposed Bottom Elevation
c Difference a minus b
d Add 2 ft. Min. Bore Depth)
e Hardpan Depth?
Approx. Elev. Of SHWT
Max. lowest bottom elev.
h Infiltration Rate OK? *
i Confirmation of SHWT *
2
4
, N
l-
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
*State Soil Scientist Use ONLY
Comments
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basir0rench must be marked and Nagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
the place of'a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the system fail.

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Infiltration Testing Form
P1317 French Creek BEQ Site
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.16855
August 23, 2011
Location Depth
Soil Description
1-1 0-611
PEAT
6"-18"
Gray fine SAND
18"-24"
Dark brown silty SAND
24"-36"
Tan fine SAND
36"-60"
Tan fine sandy CLAY
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 50 inches below the existing grade
elevation.
Location Depth
Soil Description
1-2 0-14"
Gray fine SAND
14"-20"
Brown fine SAND
20"-60"
Tan fine SAND
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 6.1 inches per hour
Test'was conducted at 12 inches below existing grade elevation
Groundwater was encountered at 55 inches below the existing grade
elevation.

11 .
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STORMWATER MANAGEMENT CALCULATIONS
For
FY09 FRENCH CREEK BEQ P-1017 P-1047
SW8100201 MODIFICATION
PREPARED FOR
Deputy Public Works Officer
Bld 1005 Michael Road
MCB Camp Lejeune 28547
Prepared by:
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
r
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I t ECEIVED
iowardResnk P.E.
DEC 4 6 2011
" , BY.

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
FOR STORMWATER EXPRESS REVIEW
December, 2011
PROJECT NAME: French Creek BEQ P-1017 & P-1047 (SW8 100201)
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: This project will be a modification to existing stormwater permit SW8 100201.
This modification will be adding a Mess Hail, BEQ building, parking deck and a driveway extension to the
existing parking lot. The owner is the United States Marine Corps. Water and sewer service to the new
buildings will be provided by the MCB through existing water and sewer that's installed along Gonzalez Blvd.
Stormwater from the site will drain to SC, NSW waters located in the White Oak River Basin (Index # 19-23).
Runoff from the Mess hall site will be conveyed to existing stormwater pond C through a collection system.
Stormwater pond C was approved with a future impervious allocation of 38,000 sf. The mess hall and driveway
extension is a total of 50,000 sf. The increase of 12,000 sf of impervious caused the SADA ratio to increase and
the surface area permitted for the pond was deficient. During the process of checking the pond numbers to see
what changes would be needed to increase the surface area it was realized that the surface area permitted was
only the surface area of the main bay of the pond and it didn't include the surface area of forebay. Adding the
additional surface area from the forebay allows the pond as constructed to meet State requirements for
minimum surface area, storage and draw down.
The site where the proposed BEQ building is located has an existing stormwater ditch that conveys water from
the existing parking lot and portion of the existing BEQ site to an existing stormwater pond (stormwater pond
A). The proposed improvements for the BEQ site will require installing conveyance pipe in the existing ditch
so the area can be filled and site improvements be constructed. Only a portion of the new BEQ site will be drain
to the existing stormwater pond A. Pond A wasn't permitted for any future impervious so the additional area
will require raising the outlet structure 0.1' to obtain the minimum storage requirements. The remaining portion
of the new BEQ site and the parking deck will direct its stormwater to a wet basin (pond D) designed for 90%
TSS remove.. ECS has been to the site and provided SHWT and infiltration testing where the proposed pond is
located. The project will have direct access onto Gonzalez Blvd.
PROJECT BMP: high density/ wet basins.
DEC 0 1 2011

STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright
[e-mail]
910 7914441 office
910 791 1501 fax
DEC 0 a Z011
E �, •fir.

PROJECT DATA:
Pond A
Existing Site Data (areas -within property boundary):
wetland area 0.00 sf (0,00 acres)
upland area 569,142 sf (13.07 acres)
Total site area 569,142 sf (13.07 acres)
Proposed Site Data:
Proposed Building 59,221 sf (1.36 acres)
Proposed asphalt/curb and gutter 184,475 sf (4.23 acres)
sidewalks 16,218 sf (0.37 acres)
Fire access road 62,618 sf (1.44 acres)
Recreation 11,326 sf (0.26 acres)
Total proposed impervious area 333,858 sf (7.66 acres)
Soil Types:
Abbreviation Type and Description Hydrologic Group Area
Bab Baymeade A 13.07 ac
(See attached soils map and pages 132-134 of Table 15, "Physical and Chemical Properties of the
Soils")
DEC 01 Z011
1 Y -

PROJECT DATA:
Pond C
Existing Site Data (areas within drainage areaZ
wetland area
upland area
Total site area
Proposed Site Data:
Buildings
paved area
sidewalks
Total proposed impervious area
Soil -Types:
0.00 sf (0.00 acres)
680,697 sf (15.63 acres)
680,697 sf (15.63 acres)
21,208 sf
(0.49 acres)
70,886 sf
(1.63 acres)
23,277 sf
(0.53 acres)
115,371 sf
(2.65 acres)
Abbreviation Type and Description Hydrologic_Group Area
Bab Baymeade A 13.60 ac
Mac Marvyn B 0.24 ac
KuB Kureb A 1.79 ac
(See attached soils map and pages 132-134 of Table 15, "Physical and Chemical Properties of the
Soils")
DF C 0 1 2011

PROJECT DATA:
Pond D
Existing Site Data (areas within drainage area):
wetland area
upland area
Total site area
Proposed Site Data:
Buildings
paved area
sidewalks
fire road
recreation
future
Total proposed impervious area
Soil Types:
Abbreviation Type and Description
Bab B aymeade
Mac Marvyn
0.00 sf (0.00 acres)
333,366 sf (7.65 acres)
333,366 sf (7.65 acres)
103,806 sf
(2.38 acres)
22,480 sf
(0.52 acres)
11,120 sf
(0.26 acres)
18,052 sf
(0.41 acres)
10,080 sf
(0.23 acres)
9,500 sf
(0.22 acres)
175,038 sf (4,02 acres)
Hydrologic Group Area
A 7.28 ac
B 0.37 ac
(See attached soils map and pages 132-134 of Table 15, "Physical and Chemical Properties of the
Soils")
DEC 0 1 Z011
13Y:

POND A CALCULATIONS
Pre-dev.
Value of Runoff Coefficient (c) for Rational Formula = 0.20
Area = 569,142 sf or 13.07 acres
Qmax for pre-dev 1-yr storm =16.36 cfs
Post Dev
Value of Runoff Coefficient (c) for Rational Formula = 0.64
Area = 569,142 sf or 13.07 acres
((333,858 x 0.95) + (235,284 x 0.20)) / 569,142 = 0.6390 or 0.64
Qmax for post-dev 1-yr storm = 52.32 cfs
Routed site.— areas draining to pond routed through pond (see hydrograph summary & reports):
Qmax for post route 1-yr storm = 0.17 cfs
Summary:
Qmax for routed post dev 1-yr/24-hr storm = 0.17 cfs < 16.36 cfs.... O.K.
DEC 0 1 2011

POND C CALCULATIONS
Pre-dev.
Value of Runoff Coefficient (c) for Rational Formula = 0.20
Area = 680,697 sf or 15.63 acres
Tc = 10 min
Qmax for pre-dev 1-yr storm = 15.69 cfs
Post Dev
Value of Runoff Coefficient (c) for Rational Formula = 0.33
Area = 680,697 sf or 15.63 acres
Tc = 10 min
(115,371 x 0.95) + (565,326 x 0.20) / 680,697 = 0.327 or 0.33
Qmax for post-dev 1-yr storm = 25.88 cfs
Routed site — areas draining to pond routed through pond (see hydrograph summary & reports):
Qmax for post route 1-yr storm =. 0.075 cfs
Summary'
Qmax for routed post dev 1-yr/24-hr storm = 0.075 efs < 15.69 cfs....0.K.
f
DEC 0 1 2011

POND D CALCULATIONS
Pre-dev.
Value of Runoff Coefficient (c) for Rational Formula = 0.20
Area = 333,366 sf or 7.65 acres
Tc=5min
Qmax for pre-dev 1-yr storm = 1197 cfs
Post Dev
Value of Runoff Coefficient (c) for Rational Formula = 0.59
Area = 333,366 sf or 7.65 acres
Tc = 5 min
(175,038 x 0.95) + (158,328 x 0.20)1333,366 = 0.593 or 0.59
Qmax for post-dev 1-yr storm = 28.25 cfs
Routed site-- areas draining to pond routed through pond (see hydrograph summary & reports);
Qmax for post route 1-yr storm = 0.1 cfs
Summary:
Qmax for routed post dev 1-yr/24-hr storm = 0.10 cfs < 1197 cfs....0.K.
DEC 0 1 Z011

WET DETENTION BASIN CALCULATIONS
FRENCH CREEK BEO POND
Pond A
DETERMINE IMPERVIOUS PERCENTAGE
Permitted conditions
area to basin =
545.294
sf
12.52
acres
buildings =
51,164
sf
1.17
acres
paved area =
184,475
sf
4.23
acres
sidewalks =
8,749
sf
0.20
acres
recrecational =
11,326
sf
0.26
acres
fire road =
49,525
sf
1.14
acres
total impervious surface=
305,239
sf
7.01
acres
total non -impervious surface =
240,055
sf
5.51
acres
percent imp. = 56.0 %
Additional Area to be directed to exisiting pond
area to basin =
23,848
sf
0.55
acres
buildings =
8,057
sf
0.18
acres
paved area =
-
sf
acres
sidewalks =
7,469
sf
0.17
acres
recrecational =
-
sf
-
acres
fire road =
13,093
sf
0.30
acres
total impervious surface =
28,619
sf
0.66
acres
Total area to Pond
area to basin =
569,142
sf
13.07
acres
buildings =
59,221
sf
1.36
acres
paved area =
184,475
sf
4.23
acres
sidewalks =
16,218
sf
0.37
acres
recrecational =
11,326
sf
0.26
acres
fire road =
62,618
sf
1.44
acres
total impervious surface =
333,858
sf
7.66
acres
total non -impervious surface =
235,294
sf
5.40
acres
percent imp. = 58.7 %
DETERMINE REQUIRED SURFACE AREA
from 90% TSS Removal Chart:
® depth = 5 ft
imp %
SAfDA
50
3.5
58.7
x
60
4.3
x =
4,19
minimum surface area =
0.0419 x
=
23,863 sf
569,142 st D E C 0 1 2011
' T '
surface area provided = 27,880 of @ elevation 16.2
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTCN, NC 28406

1.5" VOLUME DETERMINATION:
DETERMINE RUNOFF COEFFICIENT (Rv)
I =
58.7 percent impervious
Rv =
? (runoff coefficlent, inches per inch)
Rv =
0.05 + 0.009 (1)
Rv =
0.58 iNln
DETERMINE VOLUME
design storm = 1.5 inch
Rv = 0.58 intin
drainage area = 13.07 acres
volume = ?
volume =
(design storm) (Rv)(drainage area)
volume =
0.9 acre-ft
volume =
41,116 cf of required storage volume
WET DETENTION BASIN STAGE -STORAGE TABLE:
ELEVATION AREA
(IFT)
(SIF)
9
14,985
10
16,556
11
18,183
12
19,866
13
21,606
14
23,403
Bottom Shelf 14.7
24,694
15
26,587
PP 15.2
27,880
Top Shelf 15.7
42,746
16
43.687
State Storage 16.3
44,645
17
46,875
volume at permanent pool (elev. 15.2) =
1.5" storage
volume provided (elev. 16.3) =
total volume of basin =
surface area at bottom of 10:1 shelf ( 14.7) =
volume at bottom of 10:1 shelf =
surface area
at top of 10:1 shelf (15.7) =
volume at top of 10:1 shelf =
minimum forebay volume
INCREMENTAL
VOLUME STORAGE
(cf) (cf)
15,771
17,370
19,025
20,736
22,505
16,834
7.692
5,447
17,657
12.965
13,250
32,032
125,378 cf
43,871 cf
201,281 cf
24,694 of
112,239 cf
42,746 sf
143,034 cf
25,076 cf
17,657
30,621
43,871
75,903
DEC 0 1 2011
r-•
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

AVERAGE POND DEPTH
AREA BOTTOM SHELF (ABS) =
24,694 SF
AREA PP (APP) =
27,880 SF
AREA BOTTOM POND (ABP) =
14,985 SF
DEPTH =
14.7 -9 = 5.7 It
[0.25 X (1 + (ABS/APP))]+[((ABS+ABP)/2) X (DEPTH/ASS)]
AVERAGE DEPTH =
5.05
POREBAY 1 STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION
AREA
VOLUME
STORAGE
(FT)
(SF)
(cf)
(cf)
11
1,635
12
2,160
1,898
1,898
13
2,742
2,451
4,349
14
3,380
3,061
7,410
15
4,594
3,987
11.397
16.2
6,116
4,855
16,252
forebay volume provided =
16,252 cf
FOREBAY 2 STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION
AREA
VOLUME
STORAGE
(FT)
(SF)
(cf)
(co
11
693
12
1,026
860
860
13
1,416
1,221
2,081
14
1,862
1,639
3,720
15
2,750
2,306
6,026
15.2
3,143
2,947
8,972
forebay volume provided =
8,972 cf
DLC 0 ? Z011
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

STAGE - DISCHARGE TABLE:
size of orifice (in) = 3.50
crest length of weir cut (ft) = 0.00
crest length of grates (sf) = 4.0
crest length of spillway (ft) = 20.0
ELEVATION 3.5" PVC WEIR
(ft) (CIS) (de)
elevation of orifice = 15.2
elevation of weir cut = 0.0
elevation of grates = 16.3
elevation of spillway = 16.5
GRATES SPILLWAY TOTAL
(cfs) (cfs) (CIS)
15.2
0.00 -
16
0.29 no weir cut - 0.29
16.3
0.34 no weir cut 0.00 0.34
17
0.43 no weir cut 7.73 21.21 29.38
PVC DRAW DOWN
Orifice size = 3.50 in
Normal Pool Storage Elev. = 15.2
1.5" storage Elev. = 16.3
Orifice coefficient (C) = 0.6
Average head from 1.5" storage to orifice (h) = (16.3 - 15.2) /3 = 0.37 ft
Orifice cross sectional area (A) = pi x M2 = 3.14 x (r/12)^2 = 0,06678 st
Acceleration due to gravity (g) = 32.2 ft/sA2
Q=CA (2gh)Ai/2 = 0.6 x 0.06678 x (2x32.2x0.37)111/2 = 0.19470 cfs
43,871/ 0.19470 = 225,324 seconds = 2.61 days
DEC 0 1 2011
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

WET DETENTION BASIN CALCULATIONS
FRENCH CREEK Road Pond Gonz.
Pond C
DETERMINE IMPERVIOUS PERCENTAGE
area to basin =
680,697
st
15.63
acres
buildings =
21,208
sf
0,49
acres
paved area =
70,886
sf
1.63
acres
sidewalks =
23,277
sf
0.53
acres
future =
-
sf
acres
fire road =
-
sf
acres
total impervious surface =
115,371
sf
2.65
acres
total non -impervious surface =
565,326
sf
12.98
acres
percent imp. = 16.9 %
DETERMINE REQUIRED SURFACE AREA
from 90% TSS Removal Chart:
0 depth =
4 It
imp % SAIDA
10
0.8
16.9
x
20
1.8
x =
1,49
minimum surface area =
0.0149 x 680,697 sf
10,176 sf
surface area provided = 13,753 sf ® elevation 12.5
1.5" VOLUME DETERMINATION:
DETERMINE RUNOFF COEFFICIENT (Rv)
= 16.9 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv = 0.05 t 0,009 (1)
Rv = 0.20 inlin
DETERMINE VOLUME
design storm = 1.5 inch
Rv = 0.20 in/in
drainage area = 15.63 acres
volume = ?
volume = (design storm) (Rv)(drainage area)
volume = 0.4 acre-ft
volume = 17,235 cf of required storage volume
i��.t".C�IVED
DEC 1 6 2011
�6
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)
7 3,240
-
8 3,917
3,579
9 4,650
4,284
10 5,523
5,087
11 5,441
5,482
Bottom Shelf 12 7,190
6,316
PP 12.5 13,753
5,236
-
Top Shelf 13 16,135
7,472
7,472
State Storage 13.6 17,032
9,950
17,422
14 17,642
5,201
22,623
15 19,204
12,896
35,519
16 20,823
20,014
55,533
volume at permanent pool (elev. 12.5) =
29,982
cf
1.5" storage volume provided (elev. 13.6) =
17,422
cf
total volume of basin =
85,515
cf
surface area at bottom of 10:1 shelf ( 12.0) =
7,190
sf
volume at bottom of 10:1 shelf =
24,746
cf
surface area at top of 10:1 shelf (13.0) =
16,135
sf
volume at top of 10:1 shelf =
37,454
cf
minimum forebay volume =
5,996
cf
AVERAGE POND DEPTH
AREA BOTTOM SHELF (ABS) = 7,190 SF
AREA PP (APP) = 13,753 SF
AREA BOTTOM POND (ABP) = 3,240 SF
DEPTH = 12 -7 =
5.0
ft
[0,25 X (1 + (ABS/APP))]+[((ABS+ABP)12) X
(DEPTH/ABS)]
AVERAGE DEPTH = 4.01
FOREBAY 1 STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION
AREA
VOLUME
STORAGE
(FT)
(SF)
(cf)
(cf)
9
813
10
1,170
992
1,377
1,818
forebay volume provided =
992
2,368
4,186
5,440
5,440 cf
DEC 1 6 2011
Y:
COASTAL SITE DESIGN, PC
Po Box 4041
WILMINGTON, NC 28406
8

STAGE - DISCHARGE TABLE:
size of orifice (in) = 1.75
crest length of weir cut (ft) = 2.00
crest length of grates (sf) = 4.0
crest length of spillway (h) = 0.0
ELEVATION 1.75" PVC WEIR
(ft) (cfs) (cfs)
12.5 0.00 -
13 0.06
14 0.10 1.67
15 0.13 10.93
16 0.15 24.54
PVC DRAW DOWN
Orifice size = 1.75 in
Normal Pool Storage Elev. = 12.5
1.5" storage Elev. = 13.60
elevation of orifice = 12.5
elevation of weir cut = 13.6
elevation of grates = 14.5
elevation of spillway = 0.0
GRATES SPILLWAY TOTAL
(cfs) (cfs) (cfs)
4.67
24.25
Orifice coefficient (C) = 0.6
Average head from 1.5" storage to orifice (h) = (13.6 - 12.5) /3 =
Orifice cross sectional area (A) = pi x r^2 = 3.14 x (r/12)^2 =
Acceleration due to gravity (g) _
Q=CA (2gh)^1/2 = 0.6 x 0.01669x (2x32.2x0.37)^1/2 =
17,422 / 0.04868 = 357,921 seconds =
0.00
0.00
0.37 ff
0.01669 sf
32.2 (Vs^2
0.04868 cfs
4.14 days
0.06
1.77
15.73
48.94
= F`CEIVED
DEC 1 6 M1
%Y:
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

WET DETENTION BASIN CALCULATIONS
POND D
DETERMINE IMPERVIOUS PERCENTAGE
area to basin =
333,366
sf
7.65
acres
buildings =
103,806
sf
2.38
acres
paved areas =
22,480
sf
0.52
acres
fire road =
18,052
sf
0.41
acres
recreation =
10,080
sf
0.23
acres
sidewalks =
11,120
sf
0.26
acres
future =
9,500
sf
0.22
acres
total impervious surface =
175,038
sf
4.02
acres
total non -impervious surface =
158,328
sf
3.63
acres
percent imp. = 52.5 %
DETERMINE REQUIRED SURFACE AREA
from 90% TSS Removal Chart:
0 depth = 4 ft
imp %
SAIDA
50
4.3
52.5
x
60
5.3
x =
4.55
minimum surface area =
0.0455 x
=
15,170 sf
surface area provided = 15,208 of @ elevation 12.5
1.5" VOLUME DETERMINATION:
DETERMINE RUNOFF COEFFICIENT (Rv)
=
52.5 percent impervious
Rv =
? (runoff coefficient, inches per inch)
Rv =
0.05 + 0.009 (1)
Rv =
0.52 in/in
DETERMINE VOLUME
design storm = 1.5 inch
Rv = 0.52 Win
drainage area = 7.65 acres
volume = 7
volume =
(design storm)(Rv)(drainage area)
volume =
0.5 acre-ft
volume =
21,776 cf of required storage volume
333,366 sf
DEC 0 1 2011
L.
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)
7 6336
-
8 7592
6,964
9 8,961
8,277
10 10,442
9,702
11 12,011
11,227
Bottom Shelf 12 13,661
12,836
-
PP 12.5 15,208
7,217
Top Shelf 13 18,778
8,497
8,497
State Storage 13.7 20,929
13,897
22,394
14 21,506
6,365
28,759
15 23,468
22,487
51,246
16 25,487
24,478
75,724
volume at permanent pool (elev. 12.5) =
56,222
cf
1.5" storage volume provided (elev. 13.7) =
22,394
cf
total volume of basin =
131,946
cf
surface area at bottom of 10:1 shelf (12.0) =
13,661
sf
volume at bottom of 10:1 shelf =
49,005
cf
surface area at top of 10:1 shelf (13.0) W
18,778
sf
volume at top of 10:1 shelf =
78,616
cf
minimum forebay volume =
11,244
cf
AVERAGE POND DEPTH
AREA BOTTOM SHELF (ABS) = 13,661 SF
AREA PP (APP) = 16.208 SF
AREA BOTTOM POND (ASP) = 6,336 SF
DEPTH = 12 - 7 =
5
ft
[0.25 X (1 + (ABS/APP))]+[((ABS+ABP)12)
X (DEPTH/ABS)]
AVERAGE DEPTH = 4.13 It
FOREBAY A STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION AREA
VOLUME
STORAGE
(FT) (SF)
(c)
(cf)
8 1034
9 1571
1,303
1,303
10 2218
1,895
3,197
11 2,949
2,584
5,781
12 3,743
3,346
9,127
12.5 5,195
2,235
11,361
forebay volume provided =
11,361 cf
DEC 0 1 2011
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

STAGE - DISCHARGE TABLE:
size of orifice (in) = 2.50
crest length of weir cut (ft) = 0.00
crest length of grates (sf) = 4.0
crest length of spillway (ft) = 20.0
elevation of orifice = 12.50
elevation of weir cut = 0.0
elevation of grates = 13.7
elevation of spillway = 15.5
ELEVATION
2.5" PVC
WEIR
GRATES
SPILLWAY
TOTAL
(ft)
(CIS)
(cfs)
(cfs)
(cfs)
(cis)
12.5
0.00
-
13
0.12
-
0.12
14
0.20
no weir cut
2.17
0.00
2.37
15
0.26
no weir cut
19.57
0,00
19.82
16
0.31
no weir cut
46.04
21.21
67.56
PVC DRAW DOWN
Orifice size = 2.50 in
Normal Pool Storage Elev. = 12.50
1.5' storage Elev. = 13.7
Orifice coefficient (C) = 0.6
Average head from 1.5' storage to orifice (h) = (13.7 - 12.5) /3 = 0.40 ft
Orifice cross sectional area (A) = pi x rA2 = 3.14 x (r/12)A2 = 0.03407 sf
Acceleration due to gravity (g) = 32.2 fVsA2
O=CA (2gh)A1/2 = 0.6 x 0.02181 x (2x32.2x0.40)A1/2 = 0.10376 cis
22,394 / 0.10376 = 215,834 seconds = 2.50 days
DEC 0 1 7011
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON. NC 28406

Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
Interval
(min)
Time to
peak
(min)
Hyd,
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(1t)
Total
strge used
(cuft)
Hydrograph
description
1
Rational
16.36
1
5
4,909
----
------
------
Pre Dev
2
Rational
52.32
1
5
15,695
----
------
------
Post Dev
3
Reservoir
0.166
1
10
12,384
2
M64
15,646
Routed
DEC 0 1 2011
L -
FC_POND_A.gpw
Return Period: 1 Year
Wednesday, Nov 30, 2011

Hydrograph Report
Hydratiow Hydrographs by Intellsolve Al Wednesday, Nov 30, 2011
Hyd. No. 1
Pre Dev
Hydrograph type
= Rational
Peak discharge
= 16.36 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 4,909 cuft
Drainage area
= 13.070 ac
Runoff coeff.
= 0.2
Intensity
= 6.259 inlhr
Tc by User
= 5.00 min
OF Curve
= wilmington_2008.1DF
Asc/Rec limb fact
= 1/1
0 (cfs)
18.00
15.00
12,00
9.00
6.00
3.00
0.00
0 1
--- Hyd No. 1
Pre_Dev
Hyd. No. 1 -- 1 Year
2 3 4 5 6 7 8 9
DEC 0 1 Z011
Q (cfs)
18.00
15,00
12.00
M
3.00
x- 0.00
10
Time (min)

Hydrograph Report
Hydraf low Hydrographs by Intellsolve v9.1
Wednesday, Nov 30, 2011
Hyd. No. 2
Post_Dev
Hydrograph type
= Rational
Peak discharge
= 52.32 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 15,695 cuft
Drainage area
= 13.060 ac
Runoff coeff.
= 0.64*
Intensity
= 6.259 inlhr
Tc by User
= 5.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = ((7.660 x 0.95) + (5.400 x 0.20)j / 13.060
a (cis)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 =
0 1 2
Hyd No. 2
Post_Dev
Hyd. No. 2 -- 1 Year
3 4 5 6
7 8 9
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
X- 0.00
10
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Wednesday, Nov 30, 2011
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.166 cfs
Storm frequency
= 1 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 12,384 cult
Inflow hyd. No.
= 2 - Post_Dev
Max. Elevation
= 15.64 ft
Reservoir name
= POND A
Max. Storage
= 15,646 cult
Storage Indication method used.
Q (cfs)
60.00
50.00
111111I87
30.00
20.00
10.00
0.00
0 300
--- Hyd No. 3
Routed
Hyd. No. 3 -- 1 Year
600 900 1200 1500 1800 2100 2400 2700
Hyd No. 2 Ul'1 -1-11 Tl Total storage used = 15,646 cult
DEC 0 1 Z011
Q (cfs)
60.00
W1I1I11
40.00
30.00
20.00
10.00
1 0.00
3000
Time (min)

Hydrograph Summary Report
Hydrallow Hyd rographs by Intelisolve v9.1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Tlme
Interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cutl)
Hydrograph
description
1
Rational
25.32
1
5
7,597
----
------
------
Pre_Dev
2
Rational
80.97
1
5
24,292
----
------
------
Post Dev
3
Reservoir
0.223
1
10
19,885
2
15.88
24,222
Routed
r
DEC 1 2011
FC_POND_A.gpw
Return Period: 10 Year
Wednesday, Nov 30, 2011

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
Pre_Dev
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 13.070 ac
Intensity
= 9.688 in/hr
OF Curve
= wilmington_2008.IDF
a (Gfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
000
0 1 2
- Hyd No. 1
Pre_Dev
Hyd. No. 1 -- 10 Year
3 4 5 6
Wednesday, Nov 30, 2011
Peak discharge = 25.32 cfs
Time to peak
= 5 min
Hyd. volume
= 7,597 cult
Runoff coeff.
= 0.2
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Q (cfs)
7 a 9 10
-' Time (min)
DEC 0 1 Z011
L �_

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Wednesday, Nov 30, 2011
Hyd. No. 2
Post_Dev
Hydrograph type
= Rational
Peak discharge
= 80.97 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 24,292 tuft
Drainage area
= 13.060 ac
Runoff coeff.
= 0.64*
Intensity
= 9.688 in/hr
Tc by User
= 5.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 1/1
" Composite (Area/C) = [(7.660 x 0.95) + (5.400 x 0.20)] / 13.060
0 1
Hyd No. 2
Post_Dev
Hyd. No. 2 -- 10 Year
2 3 4 5 6 7
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
8 9 10
Time (min)
DEC 01 Z611

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Wednesday, Nov 30, 2011
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.223 cfs
Storm frequency
= 10 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 19,885 cult
Inflow hyd. No.
= 2 - Post_Dev
Max. Elevation
= 15.88 ft
Reservoir name
= POND A
Max. Storage
= 24,222 cult
Storage Indication method used
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 -
0 300
Hyd No. 3
Routed
Hyd. No. 3 -- 10 Year
0 (cfs)
90.00
70.00
60.00
50.00
40,00
30,00
20.00
10.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
- Hyd No. 2 iI HH-11H Total storage used = 24,222 cult Time (min)
I
DEC 0 1 Z011
F-. .

Pond Report
Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Nov 30, 2011
Pond No. 1 - POND A
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 15.20 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr, Storage (cult) Total storage (cuff)
0.00 15.20 27,880 0 0
0.80 16.00 43,687 28,388 28,388
1.00 16.20 44,325 8,800 37,189
1.80 17.00 46,875 36,472 73,660
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
3.50
0.00
0.00
Crest Len (ft)
= 4.00
20.00
0.00
0.00
Span (In)
= 18.00
3.50
0.00
0.00
Crest El. (ft)
= 16.30
16.50
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
2.60
3.33
Invert El. (ft)
= 15.20
15.20
0.00
0.00
Weir Type
= Riser
Broad
Broad
---
Length (ft)
= 39.00
1.00
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (fie)
= 0.50
0.00
0.00
rya
N-Value
= .013
.013
.013
rVa
Orifice Coeff.
= 0.60
0,60
0.60
0.60
Exfil.(infir)
= 0,000 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
2.00
1.80
1.6Q
1.40
1.20
1.00
0.80
0.60
0.40
0,20
0 00
Note: Culven/Orifice oti lows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions {Ic) and submergence (s).
Stage / Discharge
0,00 1.00 2.00 3.00 4,00
Total Q
Elev (ft)
17.20
17.00
16.80
16.60
16.40
16,20
16.00
15.80
15.60
15.40
= 15.20
5.00. -6.00 ? 7.00
s�-u ---' 1 Discharge (cfs)
DEC 0 1 Z011

Hydrograph Summary Re K d t flow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
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
15.69
1
10
9,412
—
—
—
Pre—Dev
2
Rational
25.88
1
10
15,530
—
—
—
Post Dev
3
Reservoir
0.075
1
20
10,111
2
13.48
15,477
Routed
DEC 0 1 Z011
FC_GONZ_POND.gpw Pof\c1 c.
Return Period: 1 Year
Wednesday, Nov 30, 2011

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 317® 2010 by Autodesk, Inc. v9.25 Wednesday, Nov 30, 2011
Hyd, No. 1
Pre_Dev
Hydrograph type
= Rational
Peak discharge
= 15,69 cfs
Storm frequency
= 1 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 9,412 cult
Drainage area
= 15.630 ac
Runoff. coeff.
= 0.2
Intensity
= 5.018 in/hr
Tc by User
= 10.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
18.00
15.00
12.00
• M
MM
3.00
0.00 if I
0 2
— Hyd No. 1
Pre_Dev
Hyd. No. 1 — 1 Year
Q (cfs)
18.00
15.00
12.00
•
3.00
0.00
4 6 8 10 12 14 16 18 20
Time (min)
s
DEC a 1 2011
fi3.r,._._ I

Hydrograph Report
Hydra@ow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Wednesday. Nov 30, 2011
Hyd. No. 2
Post Dev
Hydrograph type
= Rational
Peak discharge
= 25.88 cfs
Storm frequency
= 1 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 15,530 cuft
Drainage area
= 15.630 ac
Runoff. coeff.
= 0.33*
Intensity
= 5.018 inlhr
Tc by User
= 10.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 111
" Composite (Area/C) = [(12,980 x 0.20) + (2.650 x 0.95)) / 15.630
Q (Cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00 If
0 2 4
--- Hyd No. 2
Post Dev
Hyd. No. 2 —1 Year
6 8
Q (Cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00
10 12 14 16 18 20
Time (min)
DEC 0 ? Z011
- I

Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
0.862
3
744
7,577
----
------
------
Pre_dev
2
SCS Runoff
7.131
3
744
40,971
----
------
------
Post dev
3
Reservoir
0.832
3
885
40,379
2
11.93
24,332
Routed
RECEIVED
DEC 0 6 2011
BY:
FC_SIRCH—PQND.gpw G�cl C�
Return Period: 1 Year
Monday, Dec 5, 2011

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Dec 5, 2011
Hyd. No. 1
Pre dev
Hydrograph type
= SCS Runoff
Peak discharge =
0.862 cfs
Storm frequency
= 1 yrs
Time to peak =
744 min
Time interval
= 3 min
Hyd. volume =
7,577 cuft
Drainage area
= 6.600 ac
Curve number =
51
Basin Slope
= 4.2 %
Hydraulic length =
260 ft
Tc method
= LAG
Time of conc. (Tc) =
11.49 min
Total precip.
= 3.83 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = ((1.480 x 60) + (3.700 x 36) + (1.420 x 79)] 16.600
Q (cfs)
1.00
0.90
0.80
.0.70
0.60
0.5a
0.40
0.30
0,20
0.10
000
0 180
Hyd No. 1
Pre_dev
Hyd. No. 1 -- 1 Year
360 540 720 900 1080
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
1260 1440 1620
Time (min)
RECEIVED
DEC 66 2011
BY:

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
Post dev
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 3 min
Drainage area
= 6.600 ac
Basin Slope
= 1.3 %
Tc method
= LAG
Total precip.
= 3.83 in
Storm duration
= 24 hrs
Monday, Dec 5, 2011
Peak discharge = 7.131 cfs
Time to peak =
744 min
Hyd. volume =
40,971 tuft
Curve number =
77*
Hydraulic length =
1186 ft
Time of conc. (Tc)
= 35.06 min
Distribution
= Type III
Shape factor
= 484
' Composite (Area/CN) = [(3.210 x 98) + (0.830 x 61) + (1.470 x 39) + (1.090 x 80)] / 6.600
Q (cfs)
8.00
AM
4.00
2.00
180 360
Hyd No. 2
Post_dev
Hyd. No. 2 -- 1 Year
540 720 900 1080 1260 1440
:CEIVEI7
OEC 0 6 2011
BY:
Q (Cfs)
8.00
4.00
2.00
1 0.00
1620
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 3 min
Inflow hyd. No.
= 2 - Post_dev
Reservoir name
= Pond B
Storage Indication method used.
Routed
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Monday, Dec 5, 2011
= 0.832 cfs
= 885 min
= 40,379 tuft
= 11.93 ft
= 24,332 tuft
0 (cfs) Hyd. No. 3 -- 1 Year 0 (cfs)
8.00
8.00
6.00
6.00
4.00
4.00
2.00
L
2.00
000
nnn
0 720
Hyd No. 3
1440 2160 2880 3600 4320 5040 5760 6480 7200`
- Hyd No. 2 ffCLt LEB Total storage used = 24,332 cuff Time (min)
RECEIVED
DEC 0 6 2011
BY:

Hydrograph Summary Report
Hydraf low Hydrographs by Intelisolve v9.1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
descriptlon
1
SCS Runoff
10.19
3
732
45,121
----
------
----
Pre dev
2
SCS Runoff
19.57
3
744
111,298
----
------
------
Post dev
3
Reservoir
8,771
3
771
110,690
2
12.87
48,687
Routed
RECEIVED
DEC 0 6 2011
BY:
FC_BIRCH_PQND.gpw Q4
Return Period: 10 Year
Monday, Dec 5, 2011

Hydrograph Report
Hydratlow Hydrographs by intelisoive v9.1
Monday, Dec 5, 2011
Hyd. No. 1
Pre_dev
Hydrograph type
= SCS Runoff
Peak discharge
= 10.19 cfs
Storm frequency
= 10 yrs
Time to peak
= 732 min
Time interval
= 3 min
Hyd. volume
= 45,121 cuft
Drainage area
= 6.600 ac
Curve number
= 51"
Basin Slope
= 4.2 %
Hydraulic length
= 260 ft
Tc method.
= LAG
Time of cone. (Tc)
= 11.49 min
Total precip.
=. 7.22 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/CN) = ((1.480 x 60) + (3.700 x 36) + (1.420 x 79)] / 6.600
Q (cfs)
12.00
10.00
M
N. ai
4.00
2.00
0.00 ' '
0 180
Hyd No. 1
Pre_dev
Hyd. No. 1 -- 10 Year
360 540 720 900
1080 1260 1440
LIVED
DEC 0 6 2011
6y:
Q (cfs)
12.00
10.00
CK5111
MIX
---1- 0.00
1620
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Monday, Dec 5, 2011
Hyd. No. 2
Post_dev
Hydrograph type
= SCS Runoff
Peak discharge
= 19.57 cfs
Storm frequency
= 10 yrs
Time to peak
= 744 min
Time interval
= 3 min
Hyd. volume
= 111,298 cuft
Drainage area
= 6.600 ac
Curve number
= 77*
Basin Slope
= 1.3 %
Hydraulic length
= 1186 ft
Tc method
= LAG
Time of conc. (Tc)
= 35.06 min
Total precip.
= 7.22 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area1CN) = [(3.210 x 98) + (0.830 x 61) + (1.470 x 39) + (1.090 x 80)] / 6.600
Q (cfs)
21.00
18.00
15.00
12.00
. �N
3.00
0.00
0 180
--- Hyd No. 2
Post deg
Hyd. No. 2 -- 10 Year
360 540 720 900
Q (Cfs)
21.00
18.00
15.00
12.00
FIRE
3.00
4 10.00
1080 1260 1440 1620
RFC,EIVED Time (min)
DEC 0 6 Z011
I
fi Y:

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 3 min
Inflow hyd. No.
= 2 - Post—dev
Reservoir name
= Pond B
Storage Indication method used.
o (cfs)
21.00
18.00
15.00
12.00
1
Mile]
3.00
D 360
Hyd No. 3
Routed
Hyd. No. 3 -- 10 Year
720 1080
- Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Monday, Dec 5, 2011
8.771 cfs
= 771 min
= 110,690 cuft
= 12.87 ft
= 48,687 cuft
Q (cfs)
21.00
18.00
15.00
12.00
M
. fl
3.00
f�TiT�I•
1440 1800 2160 2520 2880
ELLL= Total storage used = 48,687 cuft Time (min)
RECEIVED
DEC 0 6 2011
13Y:

Pond Report
Hydraflow Hydrographs by Intelisolve v9.1
Monday, Dec 5, 2011
Pond No. 1 - Pond B
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining
Elevation = 10.65 It
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
Incr. Storage (tuft)
Total storage (tuft)
0.00 10,65 13,976
0
0
0.35 11.00 15,751
5,199
5,199
0.50 11,15 16,536
2,421
7,620
0.85 11.50 22,461
6,797
14,417
1.35 12.00 23,755
11,551
25,968
2.35 13.00 28,584
26,130
52,098
Culvert/ Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRSr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
2.00
0,00
0.00
Crest Len (ft)
= 4.00
2.00
20.00
0.00
Span (in)
= 18.00
2.00
0.00
0.00
Crest El. (ft)
= 12.50
11.70
13.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
2.60
3.33
Invert El. (ft)
= 10.65
10.65
0.00
0.00
Weir Type
= Riser
Rect
Broad
---
Length (ft)
= 60.00
1.00
0.00
0.00
Multi -Stage
= Yes
Yes
Yes
No
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(inlhr)
= 0.000 (by Contour)
Multl-Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
3.00
2.00
1.00
No* Culvert)Orifioe outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage 1 Discharge
0.00 -' -- - 1 1 1 1 1
0.00 1.00 2.DO 3.00 4.00 5.00 6.00
Total 0
Elev (ft)
13,65
12.65
11.65
10.65
7.00 _ 8.00 9.00 10.00
+I t-<_F CC ,, IVEDischarge (cfs)
I DEC 0 6 Z011
I
�BY-

PROJECT DATA:
Pond B
Existing Site Data (areas within drainage area):
wetland area
upland area
Total site area
Proposed Site Data:
Proposed Roads
Proposed sidewalks
Future
Total proposed impervious area
Soil Types:
7,609 sf (0.17 acres)
279,887 sf (6.43 acres)
287,496 sf (6.60 acres)
86,267 sf
(198 acres)
23,589 sf
(0.54 acres)
30,000 sf
(0.69 acres)
139,856 sf
(3.21 acres)
Abbreviation Type and Description Hydrologic Group Area
Bab Baymeade A 4.05 ac
Mac Marvyn B 1.13 ac
Mk Mucklee D 1.42 ac
(See attached soils map and pages 132-134 of Table 15, "Physical and Chemical Properties of the
Soils")
RP, EIVED
DEC 0 6 2011
BY:

POND B CALCULATIONS
PRE -DEVELOPED CONDITIONS FOR POND (see hydrograph summary and reports):
Pre-dev. to pond
CN Pre Developed = 51 (SCS) composite value determined as follows:
+/- 161,105 sf of soils area A, woods, fair condition (CN = 36)
+/- 64,487 sf of soils area B, woods, fair condition (CN = 60)
+/- 61,904 sf of soils area D, woods, fair condition (CN = 79)
Area = 287,496 sf or 6.60 acres
Hydraulic Length = 260 ft
Basin Slope = 4.2%
Qmax for pre-dev 1-yr/24-hr storm = 0.86 cfs
POST -DEVELOPED CONDITIONS FOR POND (see hydrograph summary and reports):
Post-dev. to pond
CN Pre Developed = 77 (SCS) composite value determined as follows:
+/- 139,856 sf of impervious surface (CN = 98)
+I- 64,218 sf of soils area A, open space, good condition (CN = 39)
+/- 36,155 sf of soils area B, open space, good condition (CN = 6 l )
+/- 47,267 sf of soils area D, open space, good condition (CN = 80)
((139,856 x 98) + (64,218 x 39) + (36,155 x 61) + (47,267 x 80)) / 287,496 = 77.2
USED CN = 77
Area = 287,496 sf or 6.60 acres
Hydraulic Length = 1,186 ft
Basin Slope = 1.3%
Qmax for post-dev 1-yr124-hr storm = 7.13 cfs
Routed site — areas draining to pond routed through pond (see hydrograph summary & reports):
Qmax for post route l-yr/24-hr storm = 0.83
SUMMARY:
Qmax for routed post-dev 1-yr124-hr storm = 0.83 cfs < =0.86 cfs....
DEC 0 6 2011

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
Wednesday. Nov 30, 2011
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.075 cfs
Storm frequency
= 1 yrs
Time to peak
= 20 min
Time interval
= 1 min
Hyd. volume
= 10,111 cult
Inflow hyd. No.
= 2 - Post Dev
Max. Elevation
= 13.48 ft
Reservoir name
= Pond C�
Max. Storage
= 15,477 cult
Storage Indication method used
Q (cfs)
28.00
24.00
16.00
12.00
M
4.00
0.00
0 300
Hyd No. 3
Routed
Hyd. No. 3 -- 1 Year
600 900 1200
-W--� Hyd No. 2
Q (cfs)
28.00
FZI91I41
20.00
16.00
12.00
M
4.00
0,00
1500 1800 2100 2400 2700 3000
[E I i-I E:❑ Total storage used = 15,477 cult Time (min)
DEC 0 1 Z011

Hydrograph Summary Re p%yrt flow hiydrographs Extension for AutoCAD® Civil M0 2010 by Autodesk, Inc. v9.25
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
(cfs)
(min)
(min)
(tuft)
(ft)
(cuft)
1
Rational
24.74
1
10
14,844
------
-----
------
Pre_Dev
2
Rational
40.82
1
10
24,492
-----
------
--
Post Dev
3
Reservoir
1,657
1
20
17,132
2
13.99
23,983
Routed
DEC 4 1 2011
FC_GONZ_POND.gpw R"A C-
Return Period: 10 Year
Wednesday, Nov 30, 2011

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Wednesday, Nov 30, 2011
Hyd. No. 1
Pre_Dev
Hydrograph type
= Rational
Peak discharge
= 24.74 cfs
Storm frequency
= 10 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 14,844 cult
Drainage area
= 15.630 ac
Runoff coeff.
= 0.2
Intensity
= 7.914 inlhr
Tc by User
= 10.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 111
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
Q+I11
0.00 If I
0 2 4
Hyd No. 1
Pre_Dev
Hyd. No. 1 -- 10 Year
6 8
Q (cfs)
28.00
24.00
20.00
16.00
12.00
KI
4.00
1 1 - I 1 0.00
10 12 14 16 18 20
Time (min)
:DEC 0 2011_

Hydrograph Report
Hydrallow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
Wednesday, Nov 30, 2011
Hyd. No. 2
Post_Dev
Hydrograph type
= Rational
Peak discharge
= 40.82 cfs
Storm frequency
= 10 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 24,492 tuft
Drainage area
= 15.630 ac
Runoff coeff.
= 0.33*
Intensity
= 7.914 inlhr
Tc by User
= 10.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 111
Composite (Area1C) = [(12.980 x 0.20) + (2.650 x 0.95)] 115.630
Q (cfs)
50.00
40.00
10.00
0.00 If
0 2
Hyd No, 2
Post Deg
Hyd. No. 2 -- 10 Year
4 6 8 10 12 14
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
16 18 20
Time (min)
DEC 0 Z�1�

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAp® Civil 3106 2010 by Autodesk, Inc. v9.25
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - Post_Dev
Max. Elevation
Reservoir name
= Pond C
Max. Storage
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
20,00
`1111111
0.00
0 300
Hyd No. 3
Routed
Hyd, No. 3 -- 10 Year
600 900 1200
Hyd No. 2
Wednesday, Nov 30, 2011
= 1.657 cfs
= 20 min
= 17,132 tuft
= 13.99 ft
= 23,983 cuft
Q (cfs)
50.00
1011111]
30,00
20.00
10.00
0.00
1500 1800 2100 2400 2700 3000
il. I is Cl 1 l Total storage used = 23,983 cuft Time (min)
DEC 0 1 ZG11

Pond Report
Hydraflow Nydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Wednesday, Nov 30, 2011
Pond No. 1 - Pond C
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 12.50 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 12.50
13,753
0
0
0.50 13.00
16,135
7,463
7,463
1.20 13.70
17,032
11,606
19.069
1.50 14.00
17,642
5,200
24.270
2.50 15.00
19,204
18,416
42.685
3.50 16.00
20.823
20,006
62,691
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[Al
[B]
[C]
[D]
Rise (in)
= 18.00
1.75
0.00
0.00
Crest Len (ft)
= 4,00
2.00
0.00
0.00
Span (In)
= 18.00
1.75
0.00
0.00
Crest El. (ft)
= 14,50
13.60
0.00
0.00
No. Barrels
= 10
10
0
0
Weir Coeff.
= 3,330.00
3,33
3.33
3.33
Invert Et. (ft)
= 12.50
12.50
0.00
0.00
Weir Type
= 1
Rect
---
-
Length (ft)
= 106,00
1.00
0.00
0.00
Multistage
= Yes
Yes
No
No
Slope (%)
= 0.30
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(Inlhr)
= 0 (by Contour)
Multistage
= n1a
Yes
No
No
TW EIev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
1.00
0.00 ' '
0.00 1.00
Total Q
Note: Culverb(Crifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage I Discharge
2.00 3.00 4.00 5.00 6.00 7.00
Elev (ft)
16,50
15.50
14.50
13.50
- -- , I r 1 12.50
8.00 9,00 10.00 11.00' 12,00
i Discharge left)
DEC 0 1 Z011
F� _

Hydrograph Summary Report
Hydrallow Hydrographs by Intelisolve v9.1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(CIS)
Time
Interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
Rational
11.97
1
5
3,591
----
------
------
Pre
2
Rational
28.25
1
5
8,475
----
------
------
Post
3
Reservoir
0.100
1
10
7,418
2
13.00
8,443
Routed
DEC 01 z01�
Pond_D.gpw
Return Period: 1 Year
Wednesday, Nov 30, 2011

Hydrograph Report
Hydraflow Hydrographs by Inlellsolve v9.1
Hyd. No. 1
Pre
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 7.650 ac
Intensity
= 6.259 in/hr
OF Curve
= wilmington_2008.IDF
Q (cfs)
12.00
10.00
4.00
2.00
0.00 -r
0 1
- Hyd No. 1
Pre
Hyd. No. 1 -- 1 Year
2 3 4 5 6
Wednesday, Nov 30, 2011
Peak discharge = 11.97 cfs
Time to peak
= 5 min
Hyd. volume
= 3,591 cuft
Runoff coeff.
= 0.25
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Q (cfs)
12.00
10.00
. rr
4.00
2.00
7 8 9 10
Time (min)
DEC 0 t031 j
1

Hydrograph Report
Hydraf low Hydrographs by Intelisolve v9.1
Wednesday, Nov 30, 2011
Hyd. No. 2
Post
Hydrograph type
= Rational
Peak discharge
= 28.25 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time internal
= 1 min
Hyd. volume
= 8,475 cult
Drainage area
= 7.650 ac
Runoff coeff.
= 0.59*
Intensity
= 6.259 in/hr
Tc by User
= 5.00 min
OF Curve
= wilmington_2008.1DF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(4.020 x 0.95) + (3.630 x 0.20)] / 7.650
a (cfs)
30.00
25.00
20.00
15,00
10.00
5.00
0,00 r '
0 1
- Hyd No. 2
Post
Hyd. No. 2 -- 1 Year
2 3 4 5 6
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
_ 1 31 0.00
7 8 9 10
1 Time (min)
DEC 0 1 M1

Hydrograph Report
Hydraf low Hydrographs by Intelisolve v9.1
Wednesday, Nov 30, 2011
Hyd. No, 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.100 cfs
Storm frequency
= 1 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 7,418 cult
Inflow hyd. No.
= 2 - Post
Max. Elevation
= 13.00 ft
Reservoir name
= Pond D
Max. Storage
= 8,443 cuft
Storage Indication method used.
0 (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 300
Hyd No. 3
Routed
Hyd. No. 3 -- 1 Year
600 900 1200 1500 1800 2100 2400 2700
Hyd No. 2 11-llL111ILI Total storage used = 8,443 cuft
DEC 0 1 2011 i
-.r.
0 (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
--1 0.00
3000
Time (min)

Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
Hydrograph
Peak
Time
Tlme to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
two
flow
Interval
peak
volume
hyd(s)
alevatlon
strge used
description
(origin)
(cfs)
(min)
(min)
(tuft)
(ft)
(cuft)
1
Rational
18.53
1
5
5,558
—
------
Pre
2
Rational
43.73
1
5
13,118
----
------
Post
3
Reservoir
0.126
1
10
11,608
2
13.23
13,075
Routed
---- -
DEC 0 1 2011
L -
Pond_D.gpw
Return Period: 10 Year
Wednesday, Nov 30, 2011

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Nov 30, 2011
Hyd. No. 1
Pre
Hydrograph type
= Rational
Peak discharge
= 18.53 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 5,558 cult
Drainage area
= 7.650 ac
Runoff coeff.
= 0.25
Intensity
= 9,688 inlhr
Tc by User
= 5.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
21.00
18.00
15.00
12.00
• M
M 1/
3.00
0.00 x '
0 1
Hyd No. 1
Pre
Hyd. No. 1 -- 10 Year
2 3 4 5 6 7 8 9
i
DEC 0 1 Z011
Q (cfs)
21.00
18.00
15.00
EP49111
M
M
3.00
A- 0.00
10
Time (min)

Hydrograph Report
Hydraf low Hydrographs by Intelisolve v9A
Wednesday, Nov 30, 2011
Hyd. No. 2
Post
Hydrograph type
= Rational
Peak discharge
= 43.73 cfs
Storm frequency '
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 13,118 cult
Drainage area
= 7.650 ac
Runoff coeff.
= 0.59*
Intensity
= 9.688 inlhr
Tc by User
= 5.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 1/1
" Composite (Area/C) = [(4.020 x 0.95) + (3.630 x 0.20)] 17.650
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
0.00 IC I
0 1
--- Hyd No. 2
Post
Hyd. No. 2 -- 10 Year
2 3 4 5 6 7
Q (cfs)
50,00
40.00
30,00
20.00
10.00
x- 0.00
8 9 10
Time (min)
DEC 0 1 2011

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - Post
Reservoir name
= Pond D
Storage Indication method used.
0 (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 300
- Hyd No. 3
Routed
Hyd. No. 3 -- 10 Year
600 900 1200
- Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wednesday, Nov 30, 2011
= 0.126 cfs
= 10 min
= 11,608 cult
= 13.23 ft
= 13,075 cult
0 (cfs)
50.00
40.00
30.00
20.00
10.00
1500 1800 2100 2400 2700 3000
fl-11]1.IIII-1 Total storage used = 13,075 cult Time (min)
DEC 0 1 2011

Pond Report
Hydraflow Hydrographs by tntelisolve v9.1 Wednesday, Nov 30, 2011
Pond No. 1 - Pond D
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 12.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (tuft)
Total storage (tuft)
0.00
12.50
15,208
0
0
0.50
13.00
18,778
8,480
8,480
1.50
14.00
21,506
20,125
28,605
2.50
15.00
23.468
22,478
51,082
3.50
16.00
25,487
24,468
75,550
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (In)
= 24.00
2.50
0.00
0.00
Crest Len (ft)
= 4.00
0.00
20.00
0.00
Span (in)
= 24.00
2.50
0.00
0.00
Crest El. (ft)
= 13.70
0.00
15.50
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
2.60
3.33
Invert El. (ft)
= 12.50
12.50
0.00
0.00
Weir Type
= Riser
Broad
Broad
---
Length (ft)
= 100.00
0.50
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
Na
Orifice Coeff.
= 0.60
0.60
0.60
0.60
EAL(In/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
1.00
0.00 t r
0.00 4.00
- Total Q
Note: Gulvert/Onflce outflows are analyzed under inlet {Ic) and outlet (oc) control, weir risers checked for orifice conditions (ic) and submergence (a)
Stage / Discharge
Elev (ft)
16.50
15.50
14.50
13.50
12.50
8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 - 40.00
Discharge (cts)
DEC 0 1 2011

UnCalibre
COMPOSITE 'C, FACTORS
LOCATION: MCS Camp LeJeune, NC - French Creek DATE: 11/29/2011
BASIN
DESIGNATION
AREAS (ACRES)
UNDEV
PAVED
LAWNS
COMP. C FACTOR
UNDEV
PAVED
LAWNS
TOTAL
%1
10 YR
%1
10 YR
%1
10 YR
%1
10 YR
Notes
A
0.00
0.30
0.08
0.39
2.00
0.30
100
0.95
0
0.15
78.8
0.78
B
0.00
0.15
0.04
0.19
2.00
0.30
100
0.95
1 0
0.15
77.1
0.77
C
0.00
0.01
0.17
0.17
2.00
0.30
100
0.95
0
0.15
4.0
0.18
D
0.00
0.18
0.12
0.30
2.00
0.30
100
0.95
0
0.15
61.4
1 0.64
E
0.00
0.13
0.08
0.20
2.00
0.30
100
0.95
0
0.15
61.8
0.64
F
0.00
0.13
0.11
0.24
2.00
0.30
10D
0.95
0
0.15
54.1
0.58
S
0.00
0.24
0.30
0.54
2.00
0.30
100
0.95
0
0.15
44.7
0.51
G
0.00
0.33
0.14
0.46
2.00
0.30
100
0.95
0
0.15
70.6
0.71
H
0.00
0.15
0.76
0.90
2.00
00.30
100
0.95
0
0.15
16.1
0.28
1
0.00
0.00
0.94
0.94
2.00
0.30
100
0.95
0
0.15
0.0
0.15
1
0.00
0.23
0.13
0.36
2.00
0.30
100
0.95
0
0.15
64.5
0.67
K
0.00
0.19
0.41
0.60
2.00
0.30
100
0.95
0
0.15
30.9
0.40
L
0.00
2.10
1.15
3.25
2.00
0.30
100
0.95
0
0.15
64.7
0.67
POND TOTAL
0.00
4.13
4.41
8.53
2.00
0.30
100
0.95
0
0.15
48.4
0.54
M
0.00
0.10
0.22
0.32
2.00
0.30
100
0.95
0
0.15
31.3
0.40
N
0.00
0.19
0.08
0.28
2_00
0.30
100
0.95
0
0.15
69.9
0.71
O
0.00
0.04
0.03
0.07
2.00
0.30
100
0.95
0
0.15
56.9
0.61
P
0.00
0.08
0.06
0.14
2.00
0.30
100
0.95
0
0.15
55.5
0.59
Q
0.00
0.14
0.06
0.20
2.00
0.30
100
0.95
0
0.15
70.1
1
0.71
R
0.00
0.11
0.07
0.18
2.00
0.30
100
0.95
0
0.15
59.2
0.62
REFERENCE: North Carolina DENR Sediment and Erosion Control Manual, Chapter 8
F, ---
0 12011
A_
PASUNDT CL BEQ's\DRAINAGEIFC Rational.xlsx 11rA m11

STORM DRAINAGE SYSTEM DESIGN
uAcwibke (RATIONAL METHOD PROCEDURE)
DESIGN STORM: 10-YEAR DEVELOPED Calr- by-, KH
Chled by: RWL
LOCATION: MCB Camp LoJoLmel NC • French Creek Dates. 11/2012011
DIRECT RUNOFF
TOTAL RUNOFF
W
d
x
D
=
�_
p
a
PIPE
TRAVEL TIME
REMARKS
W
ae
z
z
c7
al
WO
z
in
a
a
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16
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m
O
E
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3
O
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-
M
Z
C
a
E
7
C
E
u
F
E
7
_
°
-
a
y
E
=
M
_O
O
i
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2
O
In
In
2
=
u
O
LL
X
W
o
J
w
N
la
0.
ae
W
b
LL
z
J
1
W
W
a
r
DEVELOPED
CB-1
1
A
0.39
0.78
1.2
5.0
0.30
910
2.9
2.9
P
0.013
2.9
0.5%
14
15
45
3.9
0.2
A
CB-2
2
B
0.19
0.77
1,0
5.0
0.14
9.70
1A
0.57
5.0
9.70
0.45
4.3
4.3
P
0.013
4.3
0.5%
16
15
95
4.2
0.4
A+B
EW-1
3
C
0.17
0.18
3.1
5.0
0.03
9-70
0.3
0.3
P
0.013
0.3
3.8%
4
15
45
4.3
0.2
C
CB-3
4
D
0.30
0.64
1.7
5.0
0.19
9.70
1.9
1.05
5.0
9.70
0 67
6.5
8.5
P
0.013
6.5
0-5%
19
15
226
3.7
1.0
A + B + C + D
C84
5
E
0.20
0.64
2.5
5.0
0.13
9.70
1.3
1.3
P
0.013
1.3
2.0%
8
15
70
5.2
0.2
E
CB-5
6
F
0.24
0.58
2.0
5.0
0.14
9.70
1.4
1.49
5.0
9.70
0.94
9.1
9.1
P
0.013
9.1
0.5%
22
18
80
4,2
0.3
A - F
CB-13
19
S
0.54
0.51
2.5
5.0
0.27
9.70
2.7
2.7
P
0.013
2.7
0.3%
16
42
92
2.8
0.6
5
Cm
7
G
0.46
0.71
2.0
5.0
0-33
9.70
3.2
3.2
P
0.013
3.2
0.3%
16
15
47
3.2
0.2
1 G
EW4
8
H
0.90
0.28
4.8
5.0
0,25
9.70
2.4
3.40
5.0
9.70
1.80
17.4
17,4
P
0.013
17.4
1.3%
23
24
93
8.7
0 2
A - H
EW-8
9
1
0.94
0.15
3.0
0.14
9.70
1.4
1.4
P
0.013
1.4
0.8%
10
15
64
3.7
0.3
1
EW-5
10
.1
0.36
0.67
2.1
0.24
9.70
2.3
2.3
P
0.013
2.3
0.5%
13
15
25
3.7
0.1
1
EW-10
12
K
0.60
0,40
3A
0.24
9.70
2.3
2.3
P
0.013
2.3
0.5%
13
15
100
3.7
0.4
K
POND
11
L
3.25
0.67
4.2
2.17
9.70
21.0
8.53
&0
9.70
3.91
38.0
38.0
P
0.013
38.0
0.5%
37
24
10
5.1
0.0
A -L
EEW-1
EX. K - L
3.34
0.81
3.5
115,0
2.71
9.70
26.2
26.2
P
0.013
26.2
0.8%
29
24
82
6.4
0.2
EX. K - L
ECB-1
EX. M
0.27
0.68
1.8
0.18
9.70
1,8
1.8
P
0.013
1.8
1.0%
10
15
65
4.5
0.2
EX. M
CB-7
13
M
0.32
0.40
3.4
0.13
9.70
1.2
3.93
5.0
9.70
3.02
29.3
29.3
P
0.013
29.3
2.1 %
26
42
74
11,7
0.1
EX. K - M + M
CB-8
14
N
0.28
0.71
1.6
0.20
9.70
1.9
1.9
P
0.013
1.9
0.3%
14
42
170
2.5
1.1
N
ECB-2
EX. N
0.14
0.66
2.1
0.09
9.70
0.9
0.9
P
0.013
0.9
1.0%
8
15
41
3.6
0.2
EX. N
CB-9
15
O
0.07
0.61
1.1
0.04
9.70
0.4
0.21
5.0
9.70
0.14
1.3
1.3
P
0.013
1.3
0.3%
12
15
44
2.5
0.3
EX. N + O
ECB-3
EX. O - Q
0.79
0.67
2.3
0.53
9.70
5.1
5.1
P
0A13
5.1
0.7%
17
15
58
4.8
0.2
EX. O - O
CB-10
16
P
0.14
0.59
2.3
5.0
0.08
9.70
0.8
0.93
5.0
9.70
0.61
5.9
5.9
P
0.013
5.9
0.7%
17
15
43
4.3
0.2
EX. O - Q + P
CB-11
17
O
0.20
0.71
2.2
5.0
0,14
9.70
1,4
5.55
5.0
9.70
4.10
39.8
39.8
P
0.013
39.8
0.3%
43
30
65
4.2
0.3
EX. K - Q - Q
CB-12
18
R
0.18
0.62
2.0
5.0
0,11
9.70
1.1
1.1
P
0.013
1.1
0.3%
11
42
91
2.1
0.7
R
DEC 0 1 2011
i
My:
PASUNOT CL BEQ'a1DRAlNAGE%FC Rath .bsx 11r2gmtl

Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2011 Plan
i
FHE 1 - ---
MH-11 32 Outfall
7
7
J WJ/H-f,
EC&2
H-4
0
EW-1 . / /V / CE'- y_.# //1 ECB-3
3 M H-7
MH-8
-13
4IJ8/2
27 MH 10
Outfall
2 MH-9
Outfall 1
QutfaEl
E-W�
Outfall a \ \ I i EW-8
ECB-1
3�
Project File; FCSTORM_11 29.stm Number of lines: 33 Date: 11/29/2011
Storm Sewers v8.00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dna
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cis)
(in)
(tt)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
No.
1
SD-41 (1)
40.80
42
Cir
28.442
15.96
16.03
0.246
18.69
18.73
0.18
18.91
End
Manhole
2
SD-41 (2)
40.80
42
Cir
133.716
16.03
16.37
0.254
18.91
19.10
0.13
19.23
1
Manhole
3
SD-58
40.80
42
Cir
35.418
16.37
16.48
0.311
19.23
19.27
0.38
19.65
2
Manhole
4
SD-40
39.70
42
Cir
104.360
16.48
16.72
0.225
19.65
19.76
0.31
20.07
3
Manhole
5
SD-39
38.30
42
Cir
36.765
16.72
16.81
0.250
20.07
20.10
0.25
20.36
4
Manhole
6
SD-38
32.40
42
Cir
73.730
16.81
17.18
0.500
20.36
20.40
0.17
20.57
5
Manhole
7
SD-37
31.10
42
Cir
32,144
17.18
17.34
0.498
20.57
20.59
0.17
20.76
6
Manhole
8
SD-33
29.20
36
Cir
71.005
17.64
18.35
0.718
20.76
20.82
0.51
21.33
7
Generic
9
SD-28
26.20
24
Cir
25.220
19.35
19.55
0.793
21.33*
21_61*
1.08
22.70
8
None
10
SD-32
1.80
15
Cir
14.984
19.88
20.03
1.001
21.33*
21.35*
0.01
21.36
8
Manhole
11
SO-31
1.80
15
Cir
49.333
20.03
20.60
1.155
21.36
21.37
0.08
21.45
10
Generic
12
SD-59
1.40
15
Cir
12.934
18.97
19.02
0.387
20.07
20.07
0.03
20.10
4
Generic
13
SD-36
1.90
15
Cir
46.463
18.28
18.75
1.012
20.76*
20.80*
0.04
20.84
7
Manhole
14
SD-45
9.20
18
Cir
49.164
15.76
15.98
0.447
17.09
17.48
0.86
18.33
End
Generic
15
SD-54
6.50
18
Cir
92.876
16.08
16.53
0.485
18.33*
10.69'
0.21
18.90
14
Manhole
16
SD-3
6.50
18
Cir
133.046
16.63
17.30
0.504
18,90*
19.41*
0.31
19.72
15
Generic
17
SD-2
4.30
15
Cir
95.434
17.55
18.02
0.492
19.72*
20.14*
0,17
20.31
i6
Generic
18
SD-1
2.90
15
Cir
44.864
18.11
18.34
0.513
20.31*
20.40•
0.09
20.49
17
Generic
19
SD-18
1.10
15
Cir
42.350
17.74
17.96
0.519
19.65*
19.67*
0.01
19.68
3
Generic
20
SD-35
1.30
15
Cir
31.787
17.43
17.59
0.503
20.57*
20.58*
0.01
20.59
6
Generic
21
SD-34
0.90
15
Cir
40.620
17.59
18,00
1.009
20.59*
20.60*
0.01
20.61
20
Generic
22
SD-47
0.30
15
Cir
45.144
17.55
19.27
3.810
19.72
19.72
0.01
19.73
16
Open Headwall
23
SD-43
5.90
15
Cir
32.590
17.04
17.25
0.644
20.36*
20.63*
0.18
20.81
5
Generic
24
SD-42
5.10
15
Cir
58.356
17.25
17.64
0.666
20.81*
21.17*
0.27
21.44
23
Grate
Project File; FC-STORM_11 29.stm
I
Number of lines: 33
Run Date: 11129/2011
NOTES: Return period = 10 Yrs. ; `Surcharged (HGL above crown).
7011 �
L7,-' �-,- I sum S&MM V8-00

Storm Sewer Summary Report
Page 2
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL On
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
25
SO-9
1.30
15
Cir
70.210
16.23
17.64
2.008
18.33
18.35
0.05
18.40
14
Generic
26
SD-50
5.90
15
Cir
46.788
15.51
15.63
0.256
16.48"
17.05'
0.19
17.24
End
Manhole
27
SD-56
2.70
15
Cir
104.937
15.73
15.99
0.248
17.24'
17.42'
0.05
17.47
26
Manhole
28
SD-55
2.70
15
Cir
44.637
16.09
16.20
0.246
17.47'
17.55'
0.08
17.62
27
Generic
29
SD-51
2.30
15
Cir
23.581
15.23
15.47
1.018
15.84
16.08
We
16.08
End
OpenHeadwall
30
Si -57
1.40
15
Cir
63.677
14.85
15.17
0.503
15.32
15.65
0.16
15.81
End
OpenHeadwall
31
SD-48
17.40
24
Cir
86.995
14.21
15.17
1.104
15.69
16.65
n/a
16.65
End
OpenHeadwall
32
SD-61
2.30
15
Cir
15.368
14.44
14.51
0.455
15.05
15.16
0.16
15.32
End
Manhole
33
SD-60
2.30
15
Cir
97.231
14.51
14.96
0.463
15.32
15.58
0.23
15.80
32
OpenHeadwall
DEC 0 1 Z011
Project File: FC-STORM_11 29.stm
Number of lines: 33
Run Date: 11/29/2011
NOTES: Return period = 10 Yrs. ; 'Surcharged (HGL above crown).
St0fM Serer v6.00

muCalibre
COMPOSITE 'C' FACTORS
LOCATION: MCB Camp L.eJeune, NC - French Creek DATE: 11/29/2011
BASIN
DESIGNATION
AREAS (ACRES)
UNDEV
PAVED
LAWNS
COMP. C FACTOR
UNDEV
PAVED
LAWNS
TOTAL
%1
10 YR
%1
10 YR
%1
10 YR
%1
10 YR
Notes
A
0.00
0.30
0.08
0.39
2.00
0.30
100
0.95
0
0.15
78.8
0.78
8
0.00
0.15
0.04
0.19
2.00
0.30
100
0.95
1 0
0.15
77.1
0.77
C
0.00
0.01
0.17
0.17
2.00
0.30
100
0.95
0
0.15
4.0
0.18
D
0.00
0.18
0.12
0.30
2.00
0.30
100
0.95
0
0.15
61.4
0.64
E
0.00
0.13
0.08
0.20
2.00
0.30
100
0.95
0
0.15
61.8
0.64
F
0.00
0.13
0.11
0.24
2.00
0.30
100
0.95
0
0.15
54.1
0.58
S
0.00
0.24
0.30
0.54
2.00
0.30
100
0.95
0
0.15
44.7
0.51
G
0.00
0.33
0.14
0.46
2.00
0.30
100
0.95
0
0.15
70.6
0.71
H
0.00
0.15
0.76
0.90
2.00
0.30
100
0.95
0
0.15
16.1
0.28
1
0.00
0.00
0.94
0.94
2.00
0.30
100
0.95
0
0.15
0.0
0.15
1
0.00
0.23
0.13
0.36
2.00
0.30
100
0.95
0
0.15
64.5
0.67
K
0.00
0.19
0.41
0.60
2.00
0.30
100
0.95
0
0.15
30.9
0.40
L
0.00
2.10
1.15
3.25
2.00
0.30
100
0.95
0
0.15
64.7
0.67
POND TOTAL
0.00
4.13
4.41
8.53
2.00
0.30
100
0.95
0
0.15
48.4
0.54
M
0.00
0.10
0.22
0.32
2.00
0.30 1
100
0.95
0
0.15
31.3
0.40
N
0.00
0.19
0.08
0.28
2.00
0.30
100
0.95
0
0.15
69.9
0.71
O
0.00
0.04
0.03
0.07
2.00
0.30
100
0.95
0
0.15
56.9
0.61
P
0.00
0.08
0.06
0.14
2.00
0.30
100
0.95
0
0.15
55.5
0.59
a
0.00
0.14
0.06
0.20
1
2.00
0.30
100
0.95
0
0.15
70.1
0.71
R
0.00
0.11
0.07
0.18
2.00
0.30
100
0.95
0
0.15
59.2
0.62
REFERENCE: North Carolina DENR Sediment and Erosion Control Manual, Chapter 8
DEC 0 1 2011
ice_- -
P:15UNDT CL BEQ's0RAJNAGE1FC Rational.Am 112gmil

STORM DRAINAGE SYSTEM DESIGN
UaCmibi a (RATIONAL METHOD PROCEDURE)
DESIGN STORM: 10-YEAR DEVELOPED Calc. br. KM
ChWd tn: RWL
LOCATION: MCB Camp LaJeune, NC - French Creek Date: 11129/2011
DIRECT RUNOFF
TOTAL RUNOFF
W
LL
d
cc
O
13
n
PIPE
TRAVEL TIME
REMARKS
W
I-
F
z_
W
O
u
At
ci
Q
N
=
..
5
-•
:
C
de
C
E
E
_
w
`
a
R
m
=
a
R
LL
_
O
64
O
IY
i
W
6
-1
'
DEVELOPED
GB-1
1
A
0.39
0.78
1.2
5,0
0.30
9.70
2.9
2.9
P
0.013
1 2.9
0.5%
14
15
45
3.9
0.2
A
CB-2
2
B
0.19
0.77
1.0
5.0
0.14
9.70
1.4
0.57
5.0
9.70
0.45
4-3
4.3
P
0.013
1 C3
0.5%
16
15
95
4.2
0.4
A + B
EW-1
3
C
0.17
0.18
3.1
5.0
D.03
9.70
0.3
0.3
P
0.013
0.3
3.8%
4
15
45
4.3
0.2
C
CB-3
4
D
0.30
0.64
1.7
5.0
0.19
9.70
1.9
1.05
5.0
9.70
0.67
6.5
6.5
P
0.013
6.5
1 0.5%
19
15
226
3.7
1.0
A + B + C + O
CS-4
5
E
0.20
0.64
2.5
5.0
0.13
9.70
1.3
1.3
P
0.013
1.3
2.0%
8
15
70
5.2
0.2
E
CS-5
6
F
0.24
0.58
2.0
5.0
0.14
9.70
1.4
1.49
5.0
9.70
0.94
9.1
9.1
P
0.013
9.1
0.5%
22
18
80
4.2
0.3
A - F
CB-13
19
5
0.54
0.51
2.5
5.0
0.27
9.70
2.7
2.7
P
0.013
2.7
0.3%
16
42
92
2.8
0.6
$
CB-6
7
G
0.46
0.71
2.0
5.0
0.33
9.70
3.2
3.2
P
0-013
3.2
0.3%
16
15
47
3.2
0.2
G
EW-4
8
H
0.90
0.28
4.8
5.0
0.25
9.70
2.4
3.40
5.0
9.70
1.80
IT4
17.4
P
0.013
17A
1.3%
23
24
93
8.7
0.2
A - H
EW-8
9
1
0.94
0.15
3.8
5.0
0.14
9.70
1.4
1A
P
0.013
1.4
0.8%
10
15
64
3.7
0.3
1
EW-5
10
1
0.36
0.67
2.1
5.0
0.24
9.70
2.3
2.3
P
0.013
2.3
0.5%
13
15
25
3.7
0.1
J
EW-10
12
K
0.60
0.40
3.4
5.0
0.24
9.70
2.3
2.3
P
0.013
2.3
0.5%
13
15
100
3.7
0A
K
POND
11
L
3.25
0.67
4.2
5.0
2.17
9.70
21.0
8.53
5.0
9.70
3.91
38-0
38.0
P
0.013
38.0
0.5%
37
24
10
5.1
0.0
A -L
EE:W-1
EX. K - L
3.34
0.81
3.5
5.0
2.71
9.70
26.2
26.2
P
0.013
26.2
0.8%
29
24
82
6A
0.2
EX. K - L
ECB-1
EX. M
0.27
0.68
1.8
5.0
0.18
9.70
1.8
1
1.8
P
0.013
1.8
1-0% 1
10
15
65
C5
0.2
EX M
CB-7
13
M
0.32
0.40
3A
5.0
0.13
9.70
1.2
3.93
5.0
9.70
3.02
29.3
29.3
P
0.013
29.3
2.1%
26
42
74
11.7
0.1
EX. K - M + M
CB-8
14
N
0.28
0.71
1.6
5.0
0.20
9.70
1.9
1.9
P
0.013
1.9
0.3%
14
42
170
2.5
1.1
N
ECB-2
EX. N
0.14
0.66
2.1
5.0
0.09
9.70
0.9
0.9
P
0.013
0.9
1.0%
8
15
41
3.6
0.2
EX. N
CB-9
15
O
0.07
0.61
1.1
5.0
0.04
9.70
0.4
0.21
5.0
9.70
0.14
1.3
1.3
P
0.013
1.3
0.3%
12
15
44
2.5
0.3
EX. N + O
ECS-3
EX. O - Q
0.79
0.67
2-3
5.0
0.53
9.70
5.1
5.1
P
0.013
6A
0.7%
17
15
58
4.6
0.2
EX. O - 4
CB-10
16
P
0.14
0.59
2.3
5.0
0.08
9.70
0.8
0.93
5.0
9-70
0.61
5.9
5.9
P
0.013
5.9
0.7%
17
15
43
4.3
0.2
EX. O - Q + P
CB-11
17
Q
0.20
0.71
2.2
5 00
0. M
9.70
1.4
5.55
5.0
9.70
4.10
39.8
39.8
P
0.013
39.8
0.3%
43
30
65
4.2
0.3
EX. K - Q - Q
CB-12
18
R
0.18
0.62
2.0
5.0
0.11
9.70
1.1
1.1
P
0.013
1.1
0.3% 111
42 1
91 1
2.1 1
0.7
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DEC Q 1 7.011
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Project File: FCSFORM_11 29.strn Number of lines: 33 Date: 11/29/2011
Sturm seven ve.00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cis)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
SD-41 (1)
40.80
42
Cir
28.442
15.96
16.03
0.246
18.69
18.73
0.18
18.91
End
Manhole
2
S10-41 (2)
40.80
42
Cir
133.716
16.03
16.37
0.254
18.91
19.10
0.13
19.23
1
Manhole
3
SD-58
40.80
42
Cir
35.418
16.37
16.48
0.311
19.23
19.27
0.38
19.65
2
Manhole
4
SD-40
39.70
42
Cir
104.360
16.48
16.72
0.225
19.65
19.76
0.31
20.07
3
Manhole
5
SD-39
38.30
42
Cir
36.765
16.72
16.81
0.250
20.07
20.10
0.25
20.36
4
Manhole
6
SD-36
32.40
42
Cir
73.730
16.81
17.18
0.500
20.36
20.40
0.17
20.57
5
Manhole
7
SD-37
31.10
42
Cir
32.144
17.16
17.34
0.498
20.57
20.59
0.17
20.76
6
Manhole
8
SD-33
29.20
36
Cir
71.005
17.84
18.35
0.718
20.76
20.82
0.51
21.33
7
Generic
9
SD-28
26.20
24
Cir
25.220
19.35
19.55
0.793
21.33'
21.61
1.08
22.70
8
Norte
10
SD-32
1.80
15
Cir
14.984
19.88
20.03
1.001
21.33'
21.35'
0.01
21.36
8
Manhole
11
SD-31
1.80
15
Cir
49.333
20.03
20.60
1.155
21.36
21.37
0.08
21.45
10
Generic
12
SD-59
1.40
15
Cir
12.934
18.97
19.02
0.387
20.07
20.07
0.03
20.10
4
Generic
13
SO-36
1.90
15
Cir
46.463
18.28
18.75
1.012
20.76'
20.80'
0.04
20.84
7
Manhole
14
SD-45
9.20
18
Cir
49.164
15.76
15.98
0.447
17.09
17.48
0.86
18.33
End
Generic
15
SD-54
6.50
18
Cir
92.876
16.08
16.53
0.485
18.33'
18.69'
0.21
18.90
14
Manhole
16
SD-3
6.50
18
Cir
133,046
16.63
17.30
0.504
18.90'
19.4V
0.31
19.72
15
Generic
17
SD-2
4.30
15
Cir
95.434
17.55
18.02
0.492
19.72'
20.14'
0.17
20.31
16
Generic
18
SD-1
2.90
15
Cir
44.864
18.11
18.34
0.513
20.31'
20.40'
0.09
20.49
17
Generic
19
SD-18
1.10
15
Cir
42.350
17.74
17.96
0.519
19.65'
19.67'
0.01
19.68
3
Generic
20
S11-35
1.30
15
Cir
31.787
17.43
17.59
0.503
20.57'
20.58'
0.01
20.59
6
Generic
21
SD-34
0.90
15
Cir
40.620
17.59
18.00
1.009
20.59'
20.60'
0.01
20.61
20
Generic
22
SD-47
0.30
15
Cir
45.144
17.55
19.27
3.810
19.72
19.72
0.01
19.73
16
OpenHeadwall
23
SD-43
5.90
15
Cir
32.590
17.04
17.25
0.644
20.36'
20.63'
0.18
20.81
5
Generic
24
SD-42
5.10
15
Cir
58.356
17.25
17.64
0.668•
20.81'
21.17'
0.27
21.44
23
Grate
Project File: FC-STORM_11 29.stm
.r
Number of lines: 33 Run Date: 11/29/2011
NOTES: Return period = 10 Yrs. ; 'Surcharged (HGL above crown). D C r i3 ; Z 1 i
I L-
$toms Sellers V8.00

Storm Sewer Summary Report
Page 2
Line
Line 10
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
(%)
jft)
(ft)
(ft)
(ft)
No.
25
SD-9
1.30
15
Cir
70.210
16.23
17.64
2.008
18.33
18.35
0.05
18.40
14
Generic
26
SD-50
5.90
15
Cir
46.788
15.51
15.63
0.256
16.48'
17.05'
0.19
17.24
End
Manhole
27
SD-56
2.70
15
Cir
104.937
15,73
15.99
0.248
17.24'
17.42'
0.05
17.47
26
Manhole
28
SD-55
2.70
15
Cir
44.637
16.09
16.20
0.246
17.47'
17.55'
0.08
17.62
27
Generic
29
SD-51
2.30
15
Cir
23.581
15.23
15.47
1.018
15.84
16.08
n/a
16.08
End
OpenHeadwall
30
SD-57
1.40
15
Cir
63.677
14.85
15.17
0.503
15.32
15.65
0.15
15.81
End
OpenHeadwall
31
SD-48
17.40
24
Cir
86.995
14.21
15.17
1.104
15.69
16.65
n/a
16.65
End
OpenHeadwall
32
SD-61
2.30
15
Cir
15.388
14.44
14.51
0.455
15.05
15.16
0.15
15.32
End
Manhole
33
SD-60
2.30
15
Cir
97.231
14.51
14.96
0.463
15.32
15.58
0.23
15.80
32
OpenHeadwall
DEC 0 1 Z011
Project File: FC-STORM-11 29.stm
Number of lines: 33
Run Date: 11/29/2011
NOTES: Return period = 10 Yrs. ; *Surcharged (HGL above crown).
Storm Sewer r8.00

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DATE:
NOV 30 2011

Infiltration Testing Form n
P1317 French Creek BEQ Site - No Rc�
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.16855
August 23, 2011
Location Depth Soil Description
1-1 0-6" PEAT
6"-18" Gray fine SAND
18"-24" Dark brown silty SAND
24°-36" Tan fine SAND
36"-60" Tan fine sandy CLAY
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 50 inches below the existing grade
elevation.
Location Depth
Soil Description
1-2 0-14"
Gray fine SAND
14"-20"
Brown fine SAND
20"-60"
Tan fine SAND
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 6.1 inches per hour
Test was conducted at 12 inches below existing grade elevation
Groundwater was encountered at 55 inches below the existing grade
elevation.
DEC 0 1 2011

TM
- ECS CA RO L I N AS, LLP "Setting the Standard for Service"
C aRCLINAG Geotechnical - Construction Materials • Environmental • Facilities
April 28, 2010
Mr. Aaron Eriksson
RQ Construction Inc.
3194 Lionshead Avenue
Carlsbad, Cafifomla 92010
Reference: Deport of Seasonal High Water Table Estimation
French Creek BEQ P-1017-1047
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15763E
Dear Mr. Erlksson:
ECS Carolinas, LLP (ECS) recently conducted an estimation of the Seasonal High Water Table
(SHWT) for the proposer) stormwater best management practice (BMP) areas at the proposed
French Creek BEQ P-1017-1047 on Camp Lejeune, Onslow County, North Carolina. This letter,
with attachments, is the report of our estimation.
Field Testing
On April 21, 2010 ECS conducted an exploration of the subsurface soil and groundwater
conditions at four requested locations shown on the attached Boring Location Plan (Figure 1).
The purpose of this exploration was to estimate the depth of the SHWT of the in -place soils for
the proposed stormwater BMP areas. The locations were surveyed prior to ECS's visit. ECS
explored the subsurface soil and groundwater conditions by advancing one hand auger boring
into the existing ground surface at the requested boring locations. ECS visually classified the
subsurface soils and obtained representative samples of each soil type encountered. ECS
recorded the SHWT and groundwater level observed at the time of each hand auger boring.
The attached SHWT sheet provides a summary of the subsurface conditions encountered at
each hand auger boring location.
The area In which boring locations 1 and 2 were located had been cut approximately four feet
below the former existing grade elevation. ECS advanced one additional boring (#3) adjacent to
boring number one in the natural grade elevation.
DEC 0 1 2011
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 • T. 910-686-9114 * F: 910-686-9666 • www.ecslimited.com
ECS Carollnes, LLP - ECS Florida, LLC • ECS Illinois, LLC - ECS Mid -Atlantic, LLC - ECS southeast, LLC • ECS Texas, LLP

Report of SHWT Estlmahw
French Creek BEQ P-1017-1047
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15763B
April 28, 2010
The groundwater level and the SHWT were estimated at each boring location below the existing
grade elevation. Below is a summary of each boring location.
Location
Water Level
SHWT
1
10 inches
0 inches
2
8 inches
0 inches
3
38 inches
24 inches
4
Winches
42 inches
5
40 inches
30 inches
The SHWT may vary within the proposed site due to changes in subsurface conditions and
elevation.
Closure
The activities and evaluative approaches used in this assessment are consistent with those
normally employed in assessments of this type. Our evaluation of site conditions has been based
on our understanding of the project information and the data obtained during our field activities.
ECS appreciates the opportunity to provide our services to you on this project. If you have any
quesdons concerning this report or this projeci please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
�z .6."4 4/--
K. Brooks Wall
Project Manager
Walid M. Sobh, P.E.
Principal Engineer
CC: Ryan Littleton — Calibre Engineering; Rodney Wright — Coastal Site Design, PLLC
Attachments: Boring Location Plan
SHWT sheet
2 DEC 0 1 2011

0 APPROXIMATE BORING LOCATIONS
French Crook Site
Camp Lejeune, Onslow Co., NC
ECS Project No. 22-15763B
April 21, 2010
KBW
Figure 1— Boring Location Plan
Provided by: Calibre Engineering
DEC 0 1 2011 1

Season High Water Table Estimation
French Creek BEQ P-1017-1047
Camp Lejeune, Onslow Co., North Carolina
ECS Project No. 22.15763B
Apri 121, 2010
Location Depth epth Soil Description
1 0-24" Tan/gray fine SAND
Seasonal High Water Table was estimated to be at 0 inches below the
existing grade elevation.
Groundwater was encountered at 10 inches below the existing grade
elevation.
Location Depth Sol] Description
2 0-24" Tan/gray fine SAND
Seasonal High Water Table was estimated to be at 0 inches below the
existing grade elevation.
Groundwater was encountered at 8 inches below the existing grade
elevation.
Location Depth Soil Description
3 0-48" Tan/gray fine SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Groundwater was encountered at 38 inches below the existing grade
elevation.
Location Depth Soil Description
4 0-18" Gray fine SAND
18"-60" Tan/orange fine SAND
Seasonal High Water Table was estimated to be at 42 inches below the
existing grade elevation.
Groundwater was encountered at 60 inches below the existing grade
elevation.
DEC 0 1 2011

Season High Water Table Estimation
French Creek BEQ P-1017-1047
Camp Lejeune, Onslow Co., North Carolina
ECS Project No. 22.15763B
April 21, 2010
Location Depth
Soil Description
5 0-18"
Gray silty SAND
18"-30"
Gray fine SAND
30"-40"
Hard Pan
40"-60"
Tan/gray fine SAND
Seasonal High Water Table was estimated to be at 30 inches below the
existing grade elevation.
Groundwater was encountered at 40 inches below the existing grade
elevation.
DEC 0 1 2011 j

ECS CAROLINAS, LLP .
CAROLINAS GeotechWcal • Construction Materials f Environmental • Facilitfgust 3, 2010
Mr. Chad Webb
Archer WestemlRQ Construction Joint Venture
P.O. Box 8444 .
Camp Lejeune, North Carolina 28547
Re: Infiltration Testing
Gonzalez Boulevard/Birch Avenue .
MCB Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16014
Dear Mr. Webb,
ECS Carolinas, LLP' (ECS) recently conducted Infiltration testing .for the proposed
infiltration areas at the above referenced site located off of Gonzalez Boulevard and
Birch Avenue in MCB Camp Lejeune', North Carolina. This letter, with attachments, is
the report of our testing.
Field Testing .
On July 29, 2010 ECS conducted an exploration of the subsurface soil and ground-
water conditions at the thirteen locations shown on the attached. Site Diagram. The
locations, were' field: located utilizing a; boring- location map provided by Calibre
Frlgineering. The purpose .of this exploration was to obtain subsurface Information of
the in -place soils for the proposed Infiftratlbn area.: We explored the subsurface soil
and ground water conditions byadvancing one hand auger boring into the e)asting
ground surface at file thirteen boring locations. We visually classified the; subsurface
b-
soils and ` obtained representative samples of each soil type encountered.. We. also
recorded the ground water level observed at the time of each hand auger boring. The
attached Infiltration Testing Form provides a summary of the 'subsurface conditions
encou ntered: at each hand auger boring location.
The ground ,water level and the seasonal high ground water level (SHWL) were
estimated, at each boring location below the existing grade. -elevation. Below is a
summary of each boring location:'
DEC 0 1 2011

Infiltration Testing
Gonzalez BoulavardlBiroh Avenue
MCB Camp Lejeune. North Carolina
ECS Project No. 22.16014
Location
Water Level
SHWL
1
30 inches
6 inches
2 .
-70 inches
Winches
3
70 inches
30 inches
4
36 inches
18 inches
5
70 inches
36 inches
6
70 inches
Winches
7
75 inches
40 inches
8
Winches
48 inches
9
85 inches
40 inches
10
85 Inches
Winches
11
55 inches
16 inches
12
55 inches
13 inches
• 13
55 inches
16 inches
We have conducted thirteen infiltration tests utilizing a compact constant head
permeameter near the hand auger borings to estimate the infiltration rate for the
subsurface soils. The infiltration tests are typically conducted at two feet above the
SHWL.
Field Test Results
Below is a summary of the Infiltration test results:
Location
Description
Depth
Incheslhour
Inches/minute
1
Dark Gray Silty
10 inches
3.6
0.060
SAND
2
Dark Gray Silty
10 inches
6.5
0.108
SAND
3
Dark Gray Silty
10 Inches
8.9
0.148
SAND
4
Gray Fine
10 inches
20.1 1
0.335
SAND
5
Gray Fine
12 Inches
21.1
0.352
SAND
6
Tan Fine
10 inches
8.9
0.148
SAND
7
Tan Fine
16 inches
12.7
0.212
SAND
8
Tan Fine
24 inches
11.2
0.187
SAND
9
Tan Fine
16 inches
9.0
0.150
SAND
.l

Infiltration Testing
Gonzalez Boulevard/Birch Avenue
MCB Camp Lejeune. North Carolina
ECS Project No. 22.16014
10
Tan Fine
12 inches
7.5
0.125
SAND
11
Tan Fine
10 inches
2.2
0.037
SAND
12
Mottled Clayey
10 inches
1.1
0.018
SAND
13
Mottled Clayey
10 inches
1.9
0.032
SAND
Infiltration rates and SHWL may vary within the proposed site due to changes In
elevation and subsurface conditions.
If you have any questions regarding this report, please contact us at [phone].
Respectfully,
ECS CAROLrNAS, LLP �H �C��=j
\`\`,
UA'kk <
L'
03
Winslow E. Goins, P.E. zz
Project Engineer ��� • �' fhi�'
NC License No. 033751 "(pW; ' •���'�
Attachments: Site Diagram
Infiltration Testing Farm
Walid M. Sobh, P. E.
Principal Engineer
NC License No. 022983
3
I DEC 0 1 2011

Infiltration Testing Form
Gonzales Road
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16014
July 30, 2010
Location Depth
1 0-36"
36"-48"
Soil Description
Dark gray SAND wlsilt
Gray clayey SAND
Seasonal High Water Table was estimated to be at 6 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 30 inches below the existing grade
elevation.
Location Depth Soil Description
2 0-12" Dark gray fine SAND wlsilt
12"-70" Tan fine SAND
Seasonal High Water Table was estimated to be at 30 inches below the
existing grade elevation.
Infiltration Rate: 6.5 inches per hour
Test was conducted -at 10 inches below existing grade elevation,
Groundwater was encountered at 70 inches below the existing grade
elevation.
Location Depth Soil Description
3 0-16" Dark gray fine SAND wlsilt
16"-70" Tan fine SAND
Seasonal High Water Table was. estimated to be at 30 inches 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 70 inches below the existing grade
elevation.
DEC 0 1 2011

Infiltration Testing Form
Gonzales Road
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16014
July 30, 2010
Location Depth Sol[ Description
4 0-24" Gray fine SAND
24"-30" Dark brown silty SAND (hardpan)
30"-48" Tan fine SAND
Seasonal High Water Table was estimated to be at 18 inches below the
existing grade elevation.
Infiltration Rate: 20.1 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
5 0-24" Gray fine SAND
24"-48A Tan fine SAND
48"-60" Tan clayey SAND
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 21.1 inches per hour
Test was conducted at 12 inches below existing grade elevation
Groundwater was encountered at 70 inches below the existing grade
elevation.
Location Depth Soil Description
6 0-36" Tan fine SAND
36"-60" Tan sandy CLAY
Seasonal High Water Table was estimated to be at 30 inches 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 70 inches below the existing grade
elevation.
DEC 0 1 Z011

Infiltration Testing Form
Gonzales Road
Camp Lejeune, 4nslow County, North Carolina
ECS Project No. 22.16014
July 30, 2010
Location Depth Soil Description
7 0-60" Tan fine SAND
60"-70" Tan sandy CLAY
Seasonal High Water Table was estimated to be at 40 inches below the
existing grade elevation.
Infiltration Rate: 12.7 inches per hour
Test was conducted at 16 inches below existing grade elevation
Groundwater was encountered at 75 inches below the existing grade
elevation.
Location Depth Soil Description
8 0-48" Tan fine SAND
48"-85" Tan clayey SAND
Seasonal High Water Table was estimated to be at 48 inches below the
existing grade elevation.
Infiltration Rate: 11.2 inches per hour
Test was conducted at 24 inches below e)dsting grade elevation
Groundwater was encountered at 85 inches below the existing grade
elevation.
Location Depth Soil Description
9 048" Tan fine SAND
48"-85" Tan clayey SAND
Seasonal High Water Table was estimated to be at 40 inches below the
existing grade elevation.
Infiltration Rate: 9.0 inches per hour
Test was conducted at 16 inches below existing grade elevation
Groundwater was encountered at 85 inches below the existing grade
elevation.
DEC 0 1 2011

S
Infiltration Testing Form
Gonzales Road
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16014
July 30, 2010
Location Depth Soil Description
10 0-26" Tan fine SAND
26"-85" Tan clayey SAND
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 7.5 inches per hour
Test was conducted at 12 inches below existing grade elevation
Groundwater was encountered at 85 inches below the existing grade
elevation.
Location Depth Soil Descrpton
11 0-16" Tan fine SAND
16"-85" Tan clayey SAND
Seasonal High Water Table was estimated to be at 16 inches below the
existing grade elevation.
Infiltration Rate: 2.2 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 55 inches below the existing grade
elevation.
Location Depth Soil Description
12 0-60" Tanlorangelgray clayey SAND
Seasonal High Water Table was estimated to be at 13 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 55 inches below the existing grade
elevation.
DEC 0 1 zoii

r '
4
Infiltration Testing Form
Gonzales Road
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16014
July 30, 2010
Location Death Soil Descri tion
13 0-60" Tan/orange/gray clayey SAND
Seasonal High Water Table was estimated to be at 16 inches below the
existing grade elevation.
Infiltration Rate: 1.9 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 55 inches below the existing grade
elevation.
F ,
DEC 0 1 2O11

77
ECS CAROLINAS, LLP
"Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities NCRL i,TLiaUEf im,. ogFi[^,r-104;
October 12, 2010
Mr. Chad Webb
Archer Western/ RQ Construction Joint Venture
French Creek Site
Camp Lejeune, North Carolina 28542
Reference: Report of Infiltration Testing
Gohzalez/Birch Stormwater BMP's
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16223
Dear Mr. Webb:
ECS Carolinas, LLP (ECS) recently conducted infiltration testing. for the proposed
stormwater best management practice (BMP) areas at the Gonzalez/Birch roadway
extension site on Camp Lejeune, Onslow County, North Carolina. This letter, with
attachments, is the report of our testing.
Field Testing
On October 8, 2010, ECS conducted an exploration of the subsurface soil and
groundwater conditions at two requested locations shown on the attached Test
Location Plan (Figure 1). The test areas were located with GPS equipment. The
purpose of this exploration was to obtain subsurface information of the in -place soils for
the proposed stormwater BMP areas. 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:
L'ocation:,":
Water, -Level., -
r :'SHWT .;'
1
6 inches
0 inches
2
82 inches
50 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.
If the SHWT is les's than three feet, the tests. are conducted at ten inches below the
surface elevation.
DEC 0 1 2011
J
721fi:;Ogden Business Park, Suite 201, Wilmington, NC 28411 • T: 910-686-9114 F; 910-686-9666 w%"v.ecslimited.cem
ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois, LLC . ECS Mid-Allantic, LLC ECS Southeast, LLC ECS Texas, LLP

Report oflnfiltration Testing
Gonzalez/Birch Stormwater BMP's
Camp Lejeune, Onslow County, North Carolina
ECS Project No, 22.16223
October 12, 2010
Field Test Results
Below is a summary of the Infiltration test results:
Locatiari
Description
Depth
Inches! `
hour
1
Black sil SAND
19 inches
0.0
2
Tan fine SAND
26 inches
4.3
Infiltration rates and SHWT may vary within the proposed site due to changes in
elevation and subsurface conditions.
Closure
The activities 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 understanding of the project information and the data obtained during
our field activities.
ECS appreciates the opportunity to provide our services to you on this project If you
have any questions conceming this report or this project, please contact us at (910) 686-
9114.
Respectfully,
ECS CAROLINAS, LLP
k,145UA
K. Brooks Wall
Project Manager
t M.
Walid M. Sobh, P.E.
Principal Engineer
Attachments: Figure 1 and Figure 2 -Test Location Plan
Infiltration Testing Form
DEC 0
E
1 2011

Season High Water Table Estimation
Gonzalez/Birch Stormwater BMP's
Camp Lejeune, Onslow Co., North Carolina
ECS Project No. 22.16223
October 8, 2010
Location Depth Soil Description
1 0-24" Black silty SAND
Seasonal High Water Table was estimated to be at 0 inches below the
existing grade elevation.
Infiltration Rate: 0.0 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 6 inches below the existing grade
elevation.
Location Depth
Soil Description
2 0-10"
Gray silty SAND
10"-30"
Tan fine SAND
30"-48"
Brown/orange clayey SAND
48"-65"
Tan fine SAND
65"-90"
Tan clayey SAND
Seasonal High Water Table was estimated to be at 5❑ inches below the
existing grade elevation.
Infiltration Rate: 4.3 inches per hour
Test was conducted at 26 inches below existing grade elevation
Groundwater was encountered at 82 inches below the existing grade
elevation.
_1
DEC 0 1 2011 I

Vy N}J�
t hA. go a e!
U
�• 111,Calibwe
Uw=M Ow Mmau
37
•.✓r '� r.•w.catpra�yirrrgca
® APPROXIMATE TEST LOCATION
Gonzalez[Birch BMP
Camp Lejeune, NC
ECS Project No. 22-16223
October 9, 2010
KBW
Figure 1— Test Location Plan
Provided by: Calibre
DEC 0 Y Z011
L1_ -

S
Q
E
GbnzalezJBifch BMP
Camp Lejeune, NC
ECS Project No. 22-16223
October 8, 2010
KBW
FRENCH CREEK
?A
1,
� `���„
,;l`'• ;': ,
APPROXIMATE TEST LOCATION
Figure 2—Test Location Plan
Provided by: Calibre

Frtt,t�. crttl<
Name of Stream
Description
Curr. Class
Date
Basin
Stream Index #t
Southwest Creek
From Mill Run to New
C;HQW,NSW
08/01/91
White
Oak
19-17-(6.5)
River
Catherine Lake
From Catherine
Lake to
C;NSW
08/01/91
White
Oak
19-17-1
Creek
Southeast Creek
Catherine Lake
Entire Lake
B;NSW
08/01/91
White
Oak
19-17-1-1
Deep Run
From source to
C;NSW
08/01/91
White
Oak
19-17-2
Southwest Creek
Harris Creek
From source to
C;NSW
08/01/91
White
Oak
19-17-3
Southwest Creek
Haws Run
From source to
C;NSW
08/01/91
White
Oak
19-17-4
Southwest Creek
Tank Creek
From source to
C;NSW
08/01/91
White
Oak
19-17-5
Southwest Creek
Hicks Run
From source to
C;NSW
08/01/91
White
Oak
19-17-6
(Hickory Run)
Southwest Creek
Mill Run
From source to
SC;NSW
08/01/91
White
Oak
19-17•-7
Southwest Creek
Morgan Bay
Entire Bay
SC;NSW
08/01/91
White
Oak
19-1B
Lewis Creek
From source to
New
SC;HQW,NSW
08/01/91
White
Oak
19-19
River
Cowford Branch
From source to
New
C;NSW
08/01/91
White
Oak
19-2
River
Wallace Creek
From source to
New
SB;NSW
08/01/91
White
Oak
19-20
River
Bearhead Creek
From source to
Wallace
SB;NSW
06/01/91
white
Oak
19-20-1
Creek
Beaverdam Creek
From source to
Wallace
SB;NSW
08/01/91
White
Oak
19-20-2
Creek
Town Creek
From source to
New
SC;HQW,NSW
08/01/91
White
Oak
19-21
River
Farnell Bay
Entire Bay
SC;NSW
08/01/91
White
Oak
19-22
,Cogdels`Creek•:.rt
q'(Cog11ri�C"reek)t,'!
From source to
River
New
SC;NSW
OB/01/91
White
Oak
19-23
Frenchs Creek
From source to
New
SC;NSW
08/01/51
White
oak
19-24
River
Jumping Run
From source to
Frenchs
SC;NSW
08/01/91
White
Oak
19-24-1
Creek
Cowhead Creek
From source to
Frenchs
SC;NSW
08/01/91
white
Oak
19-24-2
Creek
Duck Creek
From source to
New
SC;NSW
08/01/91
White
Oak
19-25
River
Whitehurst Creek
From source to
New
SC;HQW,NSW
OB/01/91
White
Oak
19-26
River
Goose Creek
From source to
New
SC;HQW
08/01/90
White
Oak
19-2B
River
Two Pole Branch
From source to
New
SC;HQW
08/01/90
White
Oak
19-29
River
Squires Run
From source to
New
C;NSW
OB/01/91
White
Oak
19-3
River
Mill Swamp
From source to
Squires
C;NSW
08/61/91
White
Oak
19-3-1
Run
Page 4 of 11 2009-08-15 07:12:25
DEC 0 1 2011

0
Frttt�, Crttl<
Name of Stream Description Curr, Class
Southwest Creek From Mill Run to New C;HQW,NSW
River
Catherine Lake
From Catherine
Lake to
C;NSW
Creek
Southeast Creek
Catherine Lake
Entire Lake
B;NSW
Deep Run
From source
to
C;NSW
Southwest Creek
Harris Creek
From source
to
C;NSW
Southwest Creek
Haws Run
From source
to
C;NSW
Southwest Creek
Tank Creek
From source
to
C;NSW
Southwest Creek
Hicks Run
From source
to
C;NSW
(Hickory Run)
Southwest Creek
Mill Run
From source
to
SC;NSW
Southwest Creek
Morgan Bay
Entire Bay
SC;NSW
Lewis Creek
From source
to
New
SC;HQW,NSW
River
Cowford Branch
From source
to
New
C;NSW
River
Wallace Creek
From source
to
New
SB;NSW
River
Bearhead Creek
From source
to
Wallace
SB;NSW
Creek
Beaverdam Creek
From source
to
Wallace
SB;NSW
Creek
Town Creek
From source
to
New
SC;HQW,NSW
River
Farnell Bay
Entire Bay
SC;NSW
Cggdela'u.Czeek%;"s
`{Coglin'::•Creek):,•
From source
to
New
SC;NSW
River
Frenchs Creek
From source
to
New
SC;NSW
River
Jumping Run
From source
to
Frenchs
SC;NSW
Creek
Cowhead Creek
From source
to
Frenchs
SC;NSW
Creek
Duck Creek
From source
to
New
SC;NSW
River
Whitehurst Creek
From source
to
New
SC;HQW,NSW
River
Goose Creek
From source
to
New
SC;HQW
River
Two Pole Branch
From source
to
New
SC;HQW
River
Squires Run
From source
to
New
C;NSW
River
Mill Swamp
From source
to
Squires
C;NSW
Run
Page 4 of 11
Date Basin Stream Index #
06/01/91 White Oak 19-17-(6.5)
08/01/91 white Oak 19-17-1
08/01/91 white Oak 19-17-1-1
OB/01/91 White Oak 19-17-2
08/01/91 white Oak 19-17-3
08/01/91 White Oak 19-17-4
08/01/91 White Oak 19-17-5
08/01/91 White Oak 19-17-6
08/01/91 White Oak 19-17-7
OB/01/91 white Oak 19-18
Ce/01/91 White Oak 19-19
08/01/91 -White Oak 19-2
08/01/91 white Oak 19-20
08/01/91 White Oak 19-20-1
OB/01/91 white Oak 19-20-2
08/01/91 White Oak 19-21
08/01/91 White Oak 19-22
08/01/91 White Oak 19-23
CB/01/91 white Oak 19-24
08/01/91 white Oak 19-24-1
08/01/91 White Oak 19-24-2
08/01/91 White Oak 19-25
08/01/91 White Oak 19-26
08/01/90 White Oak 19-28
08/01/90 White Oak 19-29
08/01/91 White oak 19-3
08/01/91 White Cak 19-3-1
O E C 0 1 2011 2
09-08-15 07:12:25

a
' Appendices
Table 8.03e Runoff curve numbers of urban areas'
Curve number for
-- -------------Cover Description hydrologic soil group -
Average
Cover type and hydrologic condition percent A B C D
impervious area
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses; cemeteries, etc.) 3:
Poor condition (grass cover < 5D%) ............................. 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 right-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..............................................::....1...................... 72 81 88 91 93
Residential districts by average lot size:
1/8 acre or less (town houses) ......................................... 65 .77 85 90 92
1/4 acre........................:................................................... 38 61. : 75 .83 87
1/3 acre............................................................................. 30 57 72 81 -.86
1 /2 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) 4 .............................. .
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
1. Average runoff condition, and ]a = 02S.
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 outer 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 forthe 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.
DEC 0 1 zoli
Rev. 6r06 8.03.1 S

Appendices
Table 8.03g Runoff curve numbers for other agriculture lands'
Curve numbers for
-------�--Cover description
hydrologic
soil groups
Hydrologic
Cover type
condibons3
A
B
C
D
Pasture, grassland, or range—
Poor
68
79
86
99
continuous forage for grazing. 2
Fair
49
69
79
84
Good
39
61
74
BO
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. 3
Fair
35
56
70
77
Good
304
48
65
73
Woods —grass. combination (orchard or
.Poor
57
73
82
86
tree farm).
Fair
43
65
76
82
Good
32
58
72
79
Woods. °
Poor
45
66
.77
B3
Fair
36
60
73
79
Good
30 4
55
70
77
Farmsteads --buildings, lanes,
—
59
74
82
86
driveways, and surrounding lots.
1 Average runoff condition, and 1.= 0.25.
2 Poor. <50% ground cover or heavily grazed with no mulch,
Fair. 50 to 75% ground cover and not heavily grazed.
Good: > 756% 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 wish 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 burned, and some forest litter covers the soil.
Good. Woods are protected from grazing, and litter and brush adequately cover the soil.
DEC' 0 1 2011
Rev. 6106 - 8.03.17

8.03a
Value of Runoff Coefficient
(C) for Rational Formula
Land Use
C
Land Use
C
Business:
Lawns:
Downtown areas
0.70-0.95
Sandy soil, flat, 20/.
0.05-0.10
Neighborhood areas
0.50-0.70
Sandy soil, eve., 2-7%
0,1 0-0.15
Sandy soil, steep, 70%
0.15-0.20
Residential.
Heavy soil, flat, 2%
0.13-0.17
Single-family areas
0.30-0.50
Heavy soil, ave., 2-7`/0
0.18-0.22
Multi units, detached
0.40-0.60
Heavy soil, steep, 7%
0.25-0.35
Mufti units, attached
0.60-0.75
Suburban
0.25=0.40
Agricultural land:
Bare packed soil
Industrial:
Smooth
0.30-0.60
Light areas
0.50-0.80
Rough
0.20-0.50
Heavy areas
0.60-0.90
Cultivated rows
Heavy soil no crop
0,30-0.60
Parks, cemeteries
0.10-0.25
Heavy soil with crop
0.20-0.50
Sandy soil no crop
0.20-0.40
Playgrounds
0.20-0.35
Sandy soil with crop
0.1 0-0.25
Pasture
Railroad yard areas
0.20-0.40
Heavy soil
0.15-0.45
Sandy sail
0-05-0-25
Unimproved areas
0.10-0.30
Woodlands
0,05-0.25
Streets:
Asphaft
0.70-0.95
Concrete
0,80-0.95
Brick
0.70-0.85
Drives and walks
0.75-0.85
Roofs
0.7S-0.8S
NOTE: The designer roust use judgment
to select the appropriate C value
within the range for the appropriate land use. Generally, larger areas with
permeable soils, flat
slopes, and dense vegetation should have lowest C
values_ Smaller areas with slowly
permeable soils, steep
slopes, and
sparse vegetation should be assigned highest C values.
Source: American Society of Civil Engineers
The overland flow portion of flow time may be determined from Figure 8.03a.
The flow time (in minutes) in.the channel can be estimated by calculating the
average velocity in feet per minute and dividing the length (in feet) by the
average velocity.
Step 4. Determine the rainfall intensity, frequency, and duration (Figures 8.03b
through 8.03g--source: North Carolina State Highway Commission; Jan.
1973). Select the chart for the locality closest to youx location. Enter the
"duration" axis of the chart wi[h the calculated time of concentration, ` c. Move
vertically until you intersect the curve of the appropriate design storm, then
move horizontally to read the rainfall intensity factor, i, in incites per hour.
Step S. Determine peals discharge, Q Of Isec), by multiplying the previously
determined factors using the rational formula (Sample Problem 8.03a).
DEC 0 1 2011
8.03.2

r
POINT PRECIPITATION�,�'
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
W1I MWGTON WSO AIRPORT, NORTH CAROLINA (31-9457) 34.2683 N 77.9061 W 26 feet
from "Pruipitntiom-FTcq= cy Atlas of the UnitedSores' NOAA Aunt 14. VDblme 2, Vmiaa 3
G-K B=Wz6 D. lv rt B, Lfa. T. P=ybok, NLYCkL4 and D, RIT
NOAA, National Weashm Service, Silver Spring. Maryh=L M
P� She Feb 5 2009
Co • derive' sasoriaf' cwowwz ari a a" 7 a °' .,S, Ma
Precipitation Frequency Estimates inches}
*)
gL'PRJ�[Z[L
0�
3 hr
6 it
� jl
day ]_do
dayj
_Lr.
0.52
0.83
1.04
1.43
1.78
2.10
2 25
2 79
3.26 3.83
4.54 5.15
5.93
6.7Q
8.97
11.00
13,76
16,52
�_i___l
l���
0.62
D.99
1 24
1.72
2 I5
.56
73
38
3.96
.65
5.49 . 6 21
7.14
8.02
I0.68
I3.08
Ib 25
19.45
L ' J
0.72
1.16
1.47
2.09
2.67
3.27
3,50
34
5.11
6.02
7.04
7,86
8 98
9.94
33.01
15.70
19.26
22.75
IO
0.81
129
1.64
237
3A8
3. 66
17
5.18
6.I4
7�
839
9
10
11.54
14.95
17.83
1.71
2538
25
091
1.46
1.84
2.73
3.64
�
5,17
6.45
7.69
9.08
30.45
1139
12,7fi
I3,87
17
20.78
F5 .08
91
,50
0,99
1.56
2.D0
3.D1
4.08
5.4$
6.06
7.57
9,09
10.73
12.26
13.22
14.66
15. 33
19
23.14
27.75
31.65
100
1.07
1.7I
2 ]6
330
.55
630
7.05
8.$4'
10.68
12.61
1430
1S 24
16.72
17.93
37
25 57
0.48
3438
200
L15
L83
231
3.59
5.04
7.2(1
8.15.
1026
12.47
14.75
I6.61
17.48
1897
D.21
.92
28.09
3.28
37.12
500
126
1.99
2.50
3.98
5.72
8.54
9.84
12.45
I528
I8.06
0.14
D.86
2225
2352
.55
3158
37.12
40.75
1000
134
11
65
430
627
9.70
11.31
1437
37,77
0.99
�
.78
�
6.28
31.5
3433
40,12
43,SI
s - ,erslQn '� proclp Moe %Worn' an based an a ARI is fire Average Rammmm bh6enmL
Please rarer b he docuMffaUft for mare h m Wart NOTE Fomhetfmg forces estrnales mar zero to appear in zonL
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
Pai
(years* } m� min min mm min min lv hr hr ltr itr 7dalday da da day day Clay
Fog -al
1.I2
153
191
®2.46
3.04
3,58 27
5.02
68
6.46
727 .65
11,74
I4,60
17.50
�.J
0.66
L06
133
1.84
31
79
98 3.69
33,
5.19
6.08
6.85
7.79
8.71` 11.51
13.976
17 26
0.61
0.78
1 24
1S7
224
$7
3.56
.81
S9
6.7I
7.80
6.68
9.79
10.80 I4.02
]6.74
24.45
4. 00
10 •
0.87
139
1.75
2 54
31
4 21
4,54
5.64
6.69
8.03
929
14?S
11,46
I2.53 16.077
18.99
EA35T85
0
0.98
1.56
1.97
2 92
.89
5.14
5.6I
6 99
837
10,07
11.58
12,60
1391
15.07 19.03
221 fi
26.61
30.61
50
1.06
1.69
2.14
3 23
.37
5.95
5B
8 20
9.67
11.90
13.61
14.64
15.99
17.22
2Z.55
24.73
29.49
3.58
100
1;15
1.63
31
3S3
.87
6.84.
7.64
9S5
11:58
I3.98
15.91
16,93
I828
19.54
21
7.39
3247
6.58
200
1-2
1.96
2.47
3.85
5.40
7.80
8.81
11.�9
13.52
1638
18.56
19.49
20.80
22
7.11
30.19
35.58
39.58
500
135
2.14
2.69
4,28
6.14
9 28
10.64
I3,46
16.57
20.1'$
22 64
23.42
24,61
25.94
1 ?S
34.19
39.86
3.67
1000
1.44
27
2,85
4.62
6.75
]OS7
1226
1558
1924
2357
2625
6.90
27.83
9.18 34.76
37.38
43.3846.91
The upper bound of the cmiderme htsrval at gt%'bzWerme level Is firs value which 5% or the simulated quenflo values for a given fr Warny are Qreatia than:
ileac presiptgtan frequenc�y esGnetes are baW an a ARI is firs Amge Ramnerxe IntermL
fieasa refer to the dorzumerrfaton tar Wrote infamatom NOTE Fam ftQ prevents edra tts4 near zero to appear as zero.
* Lower bound of the 90% confidence Interval
.Prec' itation Fr ueiicy Estimates (inches)
r [Z�jZF3-0jF475f670
hr 12 T24
478
(y rc*) min �QlOri�
mM30�m�60y
0
0.49 DJ
0.97
F,34gj
1.94 2.08
59
3: 00
3_SQ
®4.73
5,49
6,22
8,37
1037
Z3A0
15.63
0�
0.58 0.93
1.16
1.61
2A2
236 2 53
3.14
3.64
4,24
5.03
5.70
6:62
7,43
9.98
1232
15.38
]8,42
L � J
0.68 1.08
137
195
2.50
3.02 3.23
.02
.7D
5.48
6.44
7.19
630
9.19
i2.14
14.78
I8.21
21.53
10
0.75
1 20
I.52
2.21
2 87
3.56 3.83
.78
5.62
6.56
7.b4
8.45
9.69
to 6
13.91
16.73
0,47
23.95
25
0.85
135
1.71
2.53
3.37
4.33
.73
5.91
6.98
$.15
9.43'
10.26 R133
12,74
3636
19.43 23.57
27.20
50
0,92
1,46
1.85
2 78
3.77
4:99
5.51
6.90
$.21
9.56
10.97
11.83
14.45
1835
21.54
25.94
99.677
100
0,98
1.57
1.98
3.03
.17
5.71
636
8.00
9S7
I1.10
I2:63
13.52 1
16,23
.41
23:65
2833
32.0fi
200
1.05
1.b7
2 10
3.27
4.59
6.47
7.29
9.17
11.06
12.$0
14.4E
15.32 16.89
I$_lI
22,55
25.78 30.73
34.41
DEC 0 l Z011

POINT PRECIPITATION'
FREQUENCY ESTIMATES
FROM NOAA ATLAS 94
WHAUNGTON WSO AIRPORT, NORTH CAROLINA (31-9457) 34.2683 N 779061 W 26 feet
fram "i4eaipifatiomFrcgnr9cy Atlas of the slain d States' NOAA Atlas 14, Vahme 2, Vrzsioa 3
G.M_ Spann, D. Mmtiy B. I iv, T. Pirmbok, M.Yektk end D. P.t7ey
NOAA, National Weafl=Sffvioc, Scher Spring. Maryland 2D04
F,zbsrhd: Mon Feb 4 2009
A�i,ETS_ID 17r_ _ ate' hgiency estimates era based on a m3rGaf d r� ram serfrs. ARI Is the Average Recurrmim IrbNOL
Please r
m. efer to the km=nbdon ter more h ormadon. NOTE: Forme ft forces estimates nearzem to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
FAiE
20
*XI?
6]FEJ
min min min lmin hr J[ hr hr hr hr day day day day daynd.�60
y
0�
6.73
S37
4.48
.07
1.91
1.15
0.82
0.51
0.34
0.18
0,10 D.06
0.04
0.03
0.02
0.02
0.01
0.01
I 17.97
6.37
5.34
3.69
2.31
139
0.99
0.62
0.36
022
0.13 0.07
0.05
O.D4
0.02
0.02
0.02
0.01
=
9.32
7.4b
630
4.47
2.87
1.78
127
D.74
D.a6
0 28
4.16 4.D9
D.46
0.04
0.03
0.02
0.02
0.42
1D
10 39
6.32
7.D1
S.D8
3.31
2.10
I
0.94
0.56
033
0.19
0.11
0.07
0.05
O.D3
D.03
0.02
0.02
C25:11.72
934
7.89
5.64
3.89.
2.57
1.87
1.I7 .
D.69
D.42
0 24
0.13
EDfl
O 06
0.04
0.03
0.02
D92
50
12.74
10.15
8.56
6.45
4.37
2.98
2.19
1.37
0.82
O.SO
028
O.1S
0.10
0.07
0.04
0.03
O:D3
0.02
100
13.79
1Q.96
923
7.D7
.87
3.42
54'
1.60
0.96
0.56
D33
0.18
D.11
0.08
0.05
0.64
0.03
D.03
200
14.84
11.76
9.89
7.7D
5.40
3,90
93
L85
1.12
0.68"
039
0 20
0.12
OA9
0.06
0.04
0.03
0.03
540
16.22
12.83
10.77
8.57
6.14
3.54
2.25
138
0.84
D.47
0.24
0.15
0.11
0.07
0.05
0.04
D.03
1DOD
17.33
13.64
11.42
924
6.75
5.24
,D$
2.64
1.60
0.48
D.55
0.28
D.17
0.12
0.47
0.05
0.04
O.D3
'The upper bolmd d fire l Ini@rYdl ffi 9076 COfrfrdenCe "Is Om vahs W6:h S% of file slentl31d Grrwa vabes fcr a given fn gwm:y M 91 UL r then
These.pmc#Nm hers mq adre0i am band m e WZW durafon ulkL ARI i fire Average Reeunmee IntervaL
Please refertn the Awa2ajaft for mare hdonnafioa NOTE: Fmmafiirq prevere catinmles near zero to appear is zero.
* Lauver bound of the 90% confidence Interval
Precipitation Intensity Estimates Cmfhr)'
20
lmhr a [T 0 dy dears)min mhr hr da dyday da a
(yZISm4n Z6O
5-367
4.68
3.96
,67
I.67
0.97
.64
0.43 0.25
0.15
0:04
0.05
0.03
D.03'
0.02
0.01
4.61
0,01
5
452
2.0
1
084
052
40
D8
D
006
0.
03
00
2000.0105
=KEF6751
5.49
3.90.
2 50
1.51
1A8
0.67
0.39
D.23
0.13
0.47
0.45
0.04
D.03
OA2
0.02
0.01
• 10
9A2 7 22
6.09
45
2.87
I.78
1.28
D.80
0.47
0.27
O.I6
0.09
0.06
0.04
D.03
OA2
0.02
0.02
25
]0.16 8.09
6.84
S.D7
37
.16
157.
0.49.
D.56
4.34
02D
4.11
p,07
0.05.
OA3
0.03
0.02
0.02
50
10.96 8.75
7.38
5.�6 3.77
2.50
1.83
1.15
0.68
0.40
0 23
0.12
4.08
0.06
0.04
0.03
0.02
D.02
100 IL82J9.44
7.42
6.06 .17
2.$S
2.12
1.34
D.79
0.46
026
0.14
0.04
0.07
0.04
0.03
0:03
D.02
200
12 61 10.00
$.41
6.55 4.59
3.24
2.43
1.53
0.92
D.53
0.30
D.I6
O.1D
0.08
0.45
0.04
0.03
0.02

APR-09-1996 16115 FROM EHNR. WILL REG OFFICE TO 97624201 P.82
85% TS5 REMOVAL
30 FOOT VEGETATED FILTER REQUIRED
DEPTH
3
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
IMP %
10%
.9
.8
.7 1.6-
.5
0
0
0
0
0
1.070
1.7
1.3
-1.2
1.1
1.0.
.9
.8
.7
.6.
_5
30 %
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
.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
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60 %
5.0
4.5
3.8
3.5
3.2
29
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
1.9
80 %
6.8
6.0
5.2
4.7
4.2
3.7
1 3.2
2.7
2,2
2.0
90 %
7.5
6.5
5.8
5.3
4.9
4.3
3.8
3.3
2.8
1.3
1 00.%
8.2
7.4
6.8
6.2
5.6
5.0
4.4
3.9
3.2
2.6
90% TSS REMOVAL
NO VEGETATED FILTER REQUMD
DEPTH
3'
3.5'
4.0'
4.5'
5.0'
5.S'
6.0'
6.5' 7.0'
7.5,
Il�m %
10%
1.3
1.0
.8
.7
.6
.5
.4
,3 .2 1.1
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
I. Z.. .
50%
5.6
5.0
4.3
3.9
3.5
3.1
2.7
2.3 1.9
1-3
60%
7.0
6.0
5.3
4.8
4.3
39
3.4
2.9 2.4
-1.9
70%
.9.1
7.0
6.0
5.5
5.0
4.5
3.9
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
9.0
7.9
7.2
6.5
5.9
5.2
14.6 3.9
3.3
100 %
12.0
16.0
9.$
j 8.1
7.3E
' 1
n
m
CD

a•
Table 8.03a
Value of Runoff Coefficient
(C) for Rational Formula
8.03.2
Land Use
C
Land Use
C
Business:
Lawns:
Downtown areas
0.70-0.95
Sandy soil, flat, 2%
0.05-0.10
Neighborhood areas
0.50-0.70
Sandy soil, ave., 2-7%
0-10-0.15
Sandy soil, steep, 70%
0.15-0.20
Residential:
Heavy soil, flat, 2%
0.13-0.17
Single-family areas
0.30-0.50
Heavy soil, ave., 2-7%
0,18-0.22
Mufti units, detached
0.40-0.60
Heavy soil, steep, 7%
0.25-0.35
Multi units, attached
0.60-0.75
Suburban
0.25-0.40
Agricultural land:
Bare packed soil
Industrial:
Smooth
0,30-0.60
Light areas
0.50-0.80
Rough
0.20-0.50
Heavy areas
0.60-0.90
Cultivated rows
Heavy soil no crop
0.30-0.60
Parks, cemeteries
0.10-0.25
Heavy soil with crop
020-0.50
Sandy soil no crop
0.20-0.40
Playgrounds
0.20-0.35
Sandy soil with crop
0.10-0.25
Pasture
Rai=road yard areas
0.20-0.40
Heavy soil
0.15-0.45
Sandy soil
0.05-0.25
Unimproved areas
0.10-0.30
Woodlands
0.05-0.25
Streets:
Asphalt
0.70-0.95
Concrete
0.80-0.95
Brick
0.70-0.85
Drives and walks
0.75-0.85
Roofs
0.75-0.85
NOTE: The designer must use judgment
to select the appropriate C value
within the range for the appropriate land use_ Generally, larger areas with
permeable soils, flat
slopes, and dense vegetation should have lowest C
values. Smaller areas with slowly
permeable soils, steep
slopes, and
sparse vegetation should
be assigned
highest C values.
Source: American Society of Civil Engineers
The overland flow portion of flow time may be determined from Figure 8.03a.
The flow time (in minutes) in the channel can be estimated by calculating the
average velocity in feet per minute and dividing the length (in feet) by the
average velocity.
Step 4. Detennine the rainfall intensity, frequency, and duration (Figures 8.03b
through 8.03g--source: North Carolina State Highway Commission; Jan-
1973). Select the chart for the locality closest to your location. Enter the
"duration" axis of the chart with the calculated time of concentration, Tc. Move
vertically until you intersect the curve of the appropriate design storm, then
move horizontally to read the rainfall intensity factor, i, in inches per hour.
Step S. Determine peak discharge, Q (0/sec), by multiplying the previously
determined factors using the rational formula (Sample Problem 8.03a).
DEC 0 1 2011

M

�(3dZo 1
FMA -North Carolina Department of Environment and
r... G"A Natural Resources
NCDENR Request for Express Permit Review
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review.
Coordinator along with a completed DETAILED narrative site plan PDF file and vicinity ma sap
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(rDncmaiLnet
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.leeftncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or atrick. re an ncmail.not
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardisontfDncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or 'anet.russell
ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
For DENR Use ONLY
Reviewer. �L
Submit: ! e
r /
Time: '
Confirm:
FAX or Email the completed form to Express
Enter Related SW
Permits of request
SW 100201
SW
SW
SW
SW
1-1� 18
GL.e_�
Project Name: FY09 FRENCH CREEK P1017 & P1047 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:END OF BIRCH STREET / SNEADS FERRY SIDE
Project Drains into SC:NSW waters — Water classification 1919=23 (for classification see-http:l/h2o.enr. state. nc.uslbims/reports/reoortsWB.html)
Project Located in WHITE OAK River Basin, Is project draining to class ORW waters? N , within % mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC 7BY:
CEIVED
Address: PO BOX 4041 City: WILMINGTON, State: NC Zip: 28406-_
Phone:[phone], Fax: [phone], Email: [e-mail] V 0
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 3 # Treatment Systems ® High Density -Infiltration 2 #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 - 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
use only***+*++++++++***+**+*+**++*+*+++*++*+++++++*++++*+*+++++****
Fee Split for multiple permits: (Check # Total Fee Amount $
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min}
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

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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: French Creek BEQ P-1017 & P-1047 (SW8 100201)
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: This project will be a modification to existing stormwater permit SW8 100201. This modification will
be adding a Mess Hall, BEQ building, parking deck and a driveway extension to the existing parking lot. The owner is the United
States Marine Corps. Water and sewer service to the new buildings will be provided by the MCB through existing water and sewer
that's installed along Gonzalez Blvd.
Stonnwater from the site will drain to SC, NSW waters located in the White Oak River Basin (Index 9 19-23). Runoff from the Mess
hall site will be conveyed to existing stormwater pond C through a collection system. Stormwater pond C was approved with a future
impervious allocation of 38,000 sf. The mess hall and driveway extension is a total of 50,000 sf. The increase of 12,000 sf of
impervious caused the SADA ratio to increase and the surface area permitted for the pond was deficient. To increase the surface area
of the pond we will be adding a separate forebay to achieve minimum required surface area.
The site where the proposed BEQ building is located has an existing stormwater ditch that conveys water from the existing parking lot
and portion of the existing BEQ site to an existing stormwater pond (stormwater pond A). The proposed improvements for the BEQ
site will require installing conveyance pipe in the existing ditch so the area can be filled and site improvements be constructed. Only a
portion of the new BEQ site will be drain to the existing stormwater pond A. Pond A wasn't permitted for any future impervious so
the additional area will require raising the outlet structure 0. F to obtain the minimum storage requirements. The remaining portion of
the new BEQ site and the parking deck will direct its stormwater to an infiltration basin. ECS has been to the site and provided
SHWT and infiltration testing where the proposed basins are located. The basin bottom are > 2 ft above SHWT elevation and the
infiltration rate has an average rate of 4.2 in/hr. The project will have direct access onto Gonzalez Blvd,
PROJECT BMP: high density/ wet basins and infiltration basin.
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright
rodney a coastalsitedesign.com
910 791 4441 office
910 791 1501 fax
CEIVED
NOV 0 S 2011
BY:

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
December 1, 2011
Chris Baker
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Submittal modification SW8100201
FY09 French Creek Birch and Gonz. St Extension
Onslow County
CSD Project No. 09-0211&1 1-0239
Dear Chris:
Enclosed please find the following items.
- one (1 copy of the Stormwater Management Calculations
- two (2) copies of sheets C-101, C-505- C-509, C-50
- two (2) copies project limits, impervious dimensions and drainage area maps
- Original stormwater application
- Original O & M for wet basin D
- Check for $4,000 check # 1007
- wet basin supplements for pond A,C and D
- two (2) copies of the grading sheets
Please call if you have any questions.
Very truly yours,
Rodney right
Encl.: As noted above
7DEC
CEIVE
0 1 2011
L� ;T:
cc: Calibre Engineering

COASTAL SITE DESIGN, PC
PO Sox 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License #i C-2710
December 1, 2011
Chris Baker
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Submittal modification SW8 100201
FY09 French Creek Birch and Gonz. St Extension
Onslow County
CS Project No. 09-0211&11-0239
Dear Chris:
Enclosed please find the following items.
- one (1 copy of the Stormwater Management Calculations
- two (2) copies of sheets C-101, C-505- C-509, C-50
- two (2) copies project limits, impervious dimensions and drainage area maps
- Original stormwater application
- Original O & M for wet basin D
- Check for $4,000 check # 1007
- wet basin supplements for pond A,C and D
- two (2) copies of the grading sheets
Please call if you have any questions.
Very truly yours,
41
Rodney right
Encl.: As noted above
cc: Calibre Engineering
DEC 0 1 2011
"3Y:_

ANDALEISUNDT, A JOINT VENTURE
2015 W River Rd Ste 101
Tucson, AZ 85704
PAY
F.r p1r1V-r !N'1 YrIk- ,sAf K HOLD 7 ANC;LF'TO Vft-w
JPMorgan Chase Bank, N.A. 00001007
Phoenix, AZ
s1_2
1221
DATE AMOUNT
I1-18-11 $*****4,715.00
FOUR THOUSAND SEVEN HUNDRED FIFTEEN AND 00/100************************************
Dollars
TO NC Department of Environment &
THE Natural Resources
ORDER 3805 Cherry Avenue
OF Wilmington NC 28403

Al"
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STATE OF NORTH CAROLINA
Department of Environment and Natural Resources
eIL-In. Regional Office
FILE ACCESS RECORD
SECTION SWtJ _ DATEfTlME
NAME +2ndne wjin0 72f-1!'1y1 REPRESENTING Ca,ar�•s(
Ph C'Ie-
Guidelines for Access: The staff of the Regional Office is dedicated to making public
records in our custody readily available to the public for review and copying. We also have
the responsibility to the public to safeguard these records and to carry out our day-to-day
program obligations. Please read carefully the following before signing the form.
1. Due to the large public demand for file access, we request that you cal! at least a
day in advance to schedule an appointment for file review so you can be
accommodated. Appoihtments are scheduled between 9:00 a.m, and 3:00 p.m.
Viewing time ends at 4.45 p.m. Anyone arriving without an appointment may
view the files to the extent that time and staff supervision are available.
2. You must specify files you want to review by facility name or incident number, as
appropriate. The number of files that you may review at one appointment will be
limited to five.
3. You may make copies of a file.when the copier is not in use by the staff and if
time permits. Cost per copy is 2.5 cents for ALL copies if you make more than
25 copies -- there is no charge for 25 or less copies. Payment is to be made by
check, money order, or cash in the administrative offices,
4. Files must be kept in the order you received them. Files may not be taken from
the office. No briefcases, large totes, etc. are permitted in the file review area.
To remove, alter; deface, mutilate, or destroy material in public files is a
misdemeanor for which you can be fined up to $500.00.
5. In accordance with GS 25-3-512, a $25.00 processing fee will be charged and
collected for checks on which payment has been refused.
6. The customer must present a photo ID, sign -in, and receive a visitor sticker prior
to reviewing files.
FACILITY NAME
Gt-7 e r2Q tC EQ - Swg I DD 2-C 1
2.
3.
4.
51
Signatur /Nam of Firrn or Business Date
Please attach business card to form if available
COUNTY
On<CoI../
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Time kn Time Out

Meeting Memorandum ❑ DESIGN ❑ PHONE ❑ C.A.
PROJECT: �• \� Y
PROJECT NO.: DATE:
................ .�.�. .
PARTICIPANTS:
....................................... ..... .
.............................................
NOTES BY:
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YOUR VISION ACHIEVED THROUGH OURS. E
100 i Boulders Parkway
TEL [phone] Suite 300
FAX [phone] Richmond, Virgnia 23225
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1l7 1002-0 ` For DENR � (3
NReviewer:
North Carolina Department of Environment and
s06; Natural Resources � 13 f
00
NCDENR Request for Express Permit Review Time:
--�,���
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(o}ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david-leeowmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.groganRncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardisonl&ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or ianet.russe�ncmail.net
NOTE., Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
SW 100201
SW
SW
SW
SW
G Ce��
Project Name: FY09 FRENCH CREEK P1017 & P1047 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:END OF BIRCH STREET / SNEADS FERRY SIDE
Project Drains into SC:NSW waters — Water classification 1919 23 (for classification see-http://h2o.enr.state.nc.us/bims/reports/reportsWB.htmI
Project Located in WHITE OAK River Basin. 1s project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC -
Address: P0BOX 4041 City: WILMINGTON, State: NC Zip: 28406 _ I "� '�` _J VED
Phone: [phone], Fax:[phone], Email: HOWARD@COASTALSITEDES IGN.COM I AUG 2 5 2011
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR,�❑ OTHER:
`3 Y:
SECTION TWO: CHECK ONLY THE PROGRAM U 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 #7
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with - acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooina and express meeting reauest
Wetlands on Site ® Yes ❑ No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process wl US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
DENR use only+*+*ttt***t****+*+*+tttt*******++++*t#+*t*++*+++*+**+s++*+*t
Fees lit for multiplepermits: Check#
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Ma); ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
S
LOS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

N.C. DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
D:INISION.OF
Name:
MARINE ISHERIES — WEEKLY ACTIVITY REPORT
Week Ending (Friday):
DAY/
CHARGE
SUB-
BRIEF DESCRIPTION OF
DATE
OBJECT
ACTIVITY
ELEMENT
ELEMENT
HOURS
WORK PERFORMED
SAT.
DMF
SUN.
DMF
NION.
Di'vIF
,
TUES.
DMF
WED.
-
DMF
T HU R.
DMF
FRI.
DMF
PLANNED ACTIVITIES FOR UP -CODING WEEK TOTAL HOURS:
1 certify that the above is an accurate account of accomplished and planned activities for the period reponeqon.
SIGNATURE TITLE
SUPERVISOR'S SIGNATURE
DATE

r
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1 �
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" SO, l
I '
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VED
AUG 2 5 2011
1
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•;
NAVAL FACIUfIESENGIN[ERING CGNSMANO- MI0.ATlANT1C
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lllQ �'09 BACHELORFRCH REEK -1 OUAATERS•
FRENCH CREEK P-1317
-
FRENCH CHEEK SITE PLAN
> m t7 O

N.C. DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF MARINE FISHERIES — WEEKLY ACT.IV.ITY .REPORT
Name: Week Ending (Friday):
DAY/
CHARGE
SUB-
BRIEF DESCRIPTION OF
DATE
OBJECT
ACTIVITY
ELEMENT
ELEMENT
HOURS
WORK PERFORMED
SAT.
DMF
SUN.
DMF
MON.
DMF
TUES.
DMF
WED.
DMF
THUR.
DMF
FRI.
DMF
PLANNED ACTIVITIES FOR UP -COMING WEEK "TOTAL H
URS:
I certify that the above is an accurate account of accomplished and planned activities for the period reportedlon.
SIGNATURE
SUPERVISOR'S SIGNATURE
TL
DATE

u

Name:
IY.C. DEPARTMENT OF ENVIRONMENT
AND NATURAL RESOURCES
DIVISION OF MARINE ISHERIES — WEEKLY ACTIVITY RFPORT
Week Ending (Friday):
DAY/
CHARGE
SU
-
BRIEF DESCRI PTION OF
DATE
OBJECT
ACTIVITY
ELEMENT
ELEMENT-
HOURS
WORK PERFORMED
SAT.
DMF
SUN.
DMF
MON.
DMF
TUES.
DMF
WED.
DMF
THU R.
DMF
FRI.
DMF
PLANNED ACTIVITIES FOR UP-0017ING WEEK TOTAL 7URS:
I certify drat the above is an accurate account of accomplished and planned activities for the period
SIGNATUR
SUPERVISOR'S SIGNATURE
on.
E
DATE,