SW8050830_HISTORICAL FILE_20080804

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 S o5oszb
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Zyog O8 2001
YYYYMMDD

Central Files: APS SWP
08/04/08
Permit Number SW8080508
Permit Tracking Slip
Program Category
Status Project Type
State SW
Active New Project
Permit Type
Version Permit Classification
State Stormwater
1.00 Individual
Primary Reviewer
aisha.lau
Permitted Flow
Permit Contact Affiliation
Facility
Facility Name Major/Minor Region
P1224 EOD Building FC292 Addition Minor Wilmington
Location Address County
McHugh Blvd Onslow
Jacksonville NC 28540 Facility Contact Affiliation
Owner
Owner Name
Owner Type
Commanding Officer US Marine Corps - Camp Lejeune
Government - Federal
Owner Affiliation
Carl Baker, Dir
Psc Box 20004
Camp Lejeune NC 285420004
Dates/Events
Scheduled
Orig Issue App Received Draft Initiated Issuance
Public Notice Issue Effective Expiration
08/04/08 05/07/08 08/01/08
08/04/08 08/04/08 08/03/18
Regulated Activities Rp-auested/Received Events
State Stormwater • HD - Bioretention Deed restriction requested •••
Deed restriction received
Additional information requested 07/17/08
Additional information received 07/28/08
Outfall NULL
Waterbody Name Stream Index Number Current Class Subbasin

August 4, 2008
Mr. Carl Baker, Deputy Public Works Officer
Commanding Officer MCB Camp Lejeune
1005 Michael Road
Camp Lejeune, NC 28542
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
44jqrge�
''?n„J
�I I
Subject: State Stormwater Permit No. SW8080508 do
P-1224 EOD Building FC292 Addition
High Density Bio-Retention Project
Onslow County
Dear Mr. Carl Baker:
The Wilmington Regional Office received a complete State Stormwater Management
Permit Application for P-1224 EOD Building FC292 Addition on May 7, 2008. Staff review
of the plans and specifications has determined that the project, as proposed, will comply
with the Stormwater Regulations set forth in Session Law 2006-146 and Title 15A NCAC
2H.1000. We are forwarding Permit No. SW8080508 dated August 4, 2008, for the
construction of the subject project.
This permit shall be effective from the date of issuance until August 3, 2018, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention
to the Operation and Maintenance requirements in this permit. Failure to establish an
adequate system for operation and maintenance of the stormwater management system
will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you
have the right to request an adjudicatory hearing upon written request within thirty (30)
days following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the
Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless
such demands are made this permit shall be final and binding.
If you have any questions, or need additional
contact 'sha Lau, or me at [phone].
Sin rely,
Edward Beck
Regional Supervisor
Surface Water Protection Section
information concerning this matter, please
ENB/ ahl: S:IWQSISTORMWATERIPERMIT1080508.aug08
cc: Jason Frick, PE, NAVFAC MidAtlantic
Onslow County Building Inspections
Wilmington Regional Office
Central Files
127 Cardinal Chive Extension, Wilmington, North Carolina 28405.3845
Phone: 9--79P215 J ax 91=4004 / Internet F2c.enr.state.nc us
vortn -arouna
;Vaturallbl
An Equal Opportunity/Affirmative Action Employer — 50% Recycled110% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 permit#SW8080508
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
Commanding Officer MCB Camp Lejeune
P-1224 EOD Building FC292 Addition
McHugh Blvd., MCB Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of 3 bioretention basin(s) in compliance with
the provisions of Session Law 2006-246 and 15A NCAC 2H .1000 (hereafter referred to
as the "stormwater rules' and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until August 3, 2018, 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 1.7 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 80,034 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area as indicated in Section
1.7 of this permit, and per the application documents and as shown on the
approved plans. The built -upon area for the future development is limited to 0
square feet.
4. 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.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2of8

State Stormwater Management Systems
Permit No. SW8 Permit#SW8080508
6. The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent surface waters.
7. The following design criteria have been provided in the bioretention basins and
must be maintained at design condition:
Bioretention
#1
Bioretention
#2
Bioretention
#3
a.
Draina a Area, acres:
0.64
2.15
0.92
Onsite, ft:
27,791
93,618
39,988
Offsite, ft :
0
0
0
b.
Total Impervious Surfaces, ft:
12,953
61,253
5,828
Onsite, ft:
12,953
61,253
5,828
Offsite, ft :
0
0
0
c.
Design Storm, inches:
1.5
1.5
1.5
d.
Max. Ponded Depth, inches:
9
9
12
e.
Seasonal High Water Table, fmsl:
24.52
24.36
22.10
f.
tinMedia Depth, feet:
2
2
2
g.
Basin Dimensions, feet:
125.7 X 21
216.00 x
50.85
66 x 21
h.
Bottom Elevation, fmsl:
26.65
26.38
25.5
i.
Top Surface Area, ft:
2,300
10,322
1,098
j.
Permitted Storage Volume, ft:
1,631
7,476
906
k.
Bypass 1 Storage Elevation, fmsl:
29.40
29.13
28.50
I.
Predevelopment 1 year 24 hour,
cfs:
0.38
1.27
0.54
m.
Post development 1 year 24
hour, cfs:
1.92
8.32
1.43
n.
Drawdown Time, hours:
2.9
4.09
4
o.
Underdrain Diameter, inches:
NIA
NIA
NIA
Total number of plantsprovided:
sod
sod
sod
q.
Receiving Stream/River Basin:
Cogdels Creek 1 White Oak River Basin
19-23
SC; NSW
r.
Stream Index Number:
s.
Classification of Water Body:
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 time provide the operation and maintenance necessary
to assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the filter strip.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans.
f. Debris removal and unclogging of all drainage structures, level spreader,
filter media, planting media, underdrains, catch basins and piping.
g. Access to the basin and outlet structure must be available at all times.
Page 3of8

State Stormwater Management Systems
Permit No. SW8 permit#SW8080508
4. Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
5. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance and inspection records for each BMP. The report shall
summarize the inspection dates, results of the inspections, and the maintenance
work performed at each inspection.
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other
supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access to the stormwater facilities shall be maintained via appropriate recorded
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 permit#SW8080508
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a completed Name/Ownership Change form signed by both parties, to the
Division of Water Quality, accompanied by the supporting documentation as
listed on page 2 of 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 a request to transfer the permit.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 germit#SW8080508
12. The permittee shall submit a permit renewal application 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 4t�vffay of August, 2008.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for Coleen-H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 permit#SW8080508
P-1224 EOD Building FC292 Addition
Stormwater Permit No. SW8080508
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 Name)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 eermit#SW8080508
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
.5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
_7. Trash rack is provided on the outlet/bypass structure.
$. The system is planted with permanent vegetation, per the approved
vegetation plan.
9. Vegetated slopes are no steeper than 3:1.
_10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
_11. The permitted amounts of surface area and/or volume have been
provided.
_12. Required drawdown devices are correctly sized per the approved plans.
_13. All required design depths are provided.
_14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
_15. The required system dimensions are provided per the approved plans.
CC' NCDENR-DWQ Regional Office
Onslow County Building Inspections
Page 8 of 8

AP
NCDENR
Permit Number: 540 OK v 5
(to be provided by DWQ)
OF waTfR
Op
y r
P 't
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This fora must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
11. PROJECT INFORMATION
Project name P-1224 EOD ADDITION TO BUILDING FC292
Contact name JASON FROCK
Phone number 757-322-4293
Date July 21, 2008
Drainage area number B-1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 27,791.00 ft2
Impervious area 12,953,00 ft2
Percent impervious 46.6% %
Design rainfall depth 1.50 inchr`' Y
Peak Flow Calculations
JUL
1-yr, 24-hr runoff depth
3.68 in
ti 4i�
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr peak flow
5.94 in/hr
0.38 ft3lsec
Post -development 1-yr, 24-hr peak flow
1.92 ft3lsec
PrelPost 1-yr, 24-hr peak control
1.54 ft3lsec
Storage Volume: Non -SR Waters
Design volume
1,631.00 ft3
Storage Volume: SR Waters
Pre -development 1-yr, 24-hr runoff
ft3
Post -development 1-yr, 24-hrrunoff
ft3
Minimum volume required
0.00 ft3
Volume provided
It
Cell Dimensions
Ponding depth of water
9.00 inches OK
Ponding depth of water
0.75 ft
Surface area of the top of the bioretention cell
2300.00 ftz OK
Length:
125.69 ft OK
Width:
21.00 ft OK
-or- Radius
ft
Soils Report Summary
Drawdown time, ponded volume
2.90 hr
OK
Drawdown time, to 24 inches below surface
7.74 hr
OK
Drawdown time, total:
10.64 hr
In -situ soil:
Soil permeability
3.10 inlhr
OK
Planting media soil:
Soil permeability
2,00 in/hr
OK
Soil composition
% Sand (by weight)
86%
OK
% Fines (by weight)
10%
OK
% Organic (by weight)
4%
OK
Total: 100%
Form SW401-Bioretentlon-Rev.3
Paris I and II. Design Summary, Page 1 of 2

Permit Number. ✓ 4Y O V/ it 0 S/
(to be provided by DWO)
Phosphorus Index (P-Index)
Basin Elevations
Temporary pool elevation
Planting elevation (top of the mulch)
Bottom of the cell
Planting depth
Depth of mulch
SHWT elevation
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
Distance from bottom to SHWT
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with treesishrubs?
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly
distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side scopes equal to or less than 3:1?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8'inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
15 (unitless) OK
29.40 fmsl
28_65 fmsl OK
26.65 fmsl
2.00 ft
2.00 inches OK
24.52 fmsl OK
N (Y or N)
0 ft
26.65 fmsl
2.13 ft OK
Y (Y or N) OK
N (Y or N)
Y (Y or N) OK
Y (Y or N) OK
30 ft
0 (Y or N) Enter Data
Y (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
NA (Y or N)
Insufficient ROW location.
0.20 fVsec
OK
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
OK
X
W4 -0,
Form SW441-Sioretention-Rev.3 Pads I and II. Design Summary, Page 2 of 2

Permit No: 5t�'�no� v O
(lo be assigned by OWQ)
Iff: REQUIRED ITEMS.CHECKLIST
0
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplote submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met, If the applicant has designated an agent, the agent may initial below. It a
requirement has not been met, attach justification.
6E
Pagel Plan
Sheet No.
loZ
�-1p2fL-!off
Plans (1' - 50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement,
5a3 2, Plan details (1' = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
-5'3
729ZZ3
e—eo t
3. Section view of the bioretention cell (1' = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
P-index.
5. A detailed planting plan (1' = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations (including underdrain calculations, if applicable).
6. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
Form SW401-Bioretention-Rev,3
Part 111, Page 1 of 1

•
Permit Number: S wVaC/0 ✓ o Y
(to he provided by DIVQ)
Drainage Area Number: B-I
Bioretention Inspection and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important inspection and maintenance procedures:
— immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
— Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
-- Heavy equipment will NEVER be driven over the bioretention cell.
— Special care will be taken to prevent sediment from entering the bioretention cell.
— Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of inspection and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblems:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe,
The pipe is dogged (if
Unclog the pipe. Dispose of the
stone verge or swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable),
Erosion is occurring in the
Regrade the Swale if necessary to
Swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
applicable).
Form SW401-Bioretention I&M-Rev.2
Page 1 of 4

•
•
A
BMP element:
Potentialproblems:
How I will remediate theproblem:
The pretreatment area
Flow is bypassing
Regrade if necessary to route all
pretreatment area and/or
flow to the pretreatment area.
gullies have formed.
Restabilize the area after grading.
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches.
possible, Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting; or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand.
The bioretention cell:
Best professional practices
Prune according to best professional
vegetation
show that pruning is needed
practices.
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying,
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present
Remove tree stake/wires (which
six months after planting.
can kill the tree if not removed).
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum de th of three inches.
Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment.
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible,
An annual soil test shows that
Dolomitic lime shall be applied as
pH has dropped or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media.
Form SW401-Bioretention I&M-IRev.2
Page 2 of 4

•
•
•
BMP element:
Potentialproblems:
How I will remediate theproblem:
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
(if applicable)
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Repair or re lace the drop inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
outlet.
733-1786.
Form SW401-Bioreteiidon I&M-Rev.2
Page 3 of 4

Permit Number: 0/0-
(to he provided by b WQ)
• I acknowledge and agree b signature below that I am responsible for the
g g Y m Y� p
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: P-1224 EOD Addition to Building FC292
BMP drainage area number:
IM
Print name: Carl Baker
Title: De u Public Works Officer
Addres
Phone:
Signati
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, a Notary Public for the State of
County of do hereby certify that
personally appeared before me this
day of df- , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
ALICE A SONNETTE
14101MY Public
Onstow County
SIWO of North Caragno
My COmrnlsalon Expires Oct 23. 201
SEAT,
My commission expires 02
Form SW401-Bioretention 1&M-Rev. 2
Page 4 of 4

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•
•
•

Permit Number: 5)VOW YO6.1) •
(to be provided by DWQ)
of wnrFR
AGIM
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
P-1224 EOD ADDITION TO BUILDING FC292
Contact name
JASON FRICK
Phone number
757-322-4283
Date
April 16, 2008
Drainage area number
B-2
II. DESIGN INFORMATION
Site Characteristics
Drainage area
93,618.00 fe
Impervious area
61,253.00 ft'
Percent impervious
65.4% %
Design rainfall depth
1.50 inch
Peak Flow Calculations
1-yr, 24-hr runoff depth
3.68 in
1-yr, 24-hr intensity
5.94 inlhr
Pre -development 1-yr, 24-hr peak Flow
1.27 ft3lsec
Post -development 1-yr, 24-hr peak flow
8.32 ft3lsec
PrelPost 1-yr, 24-hr peak control
7.05 ft3lsec
RECEIVED
Storage Volume: Non -SR Waters
Design volume
7,476.00 ft'
JUL 2 8 gn0p
Ltj U
Storage Volume: SR Waters
Pre -development 1-yr, 24-hr runoff
ft'
/
BY.
Post -development 1-yr, 24-hr runoff
ft3
Minimum volume required
0.00 ft,
Volume provided
f;3
Cell Dimensions
Ponding depth of water
9.00 inches OK
Ponding depth of water
0.75 ft
Surface area of the top of the bioretention cell
10322.00 ft2 OK
Length:
216.00 ft OK
Width:
50.85 ft OK
-or- Radius
ft
Soils Report Summary
Drawdown time, ponded volume
4.09 hr
OK
Drawdown time, to 24 inches below surface
10.90 hr
OK
Drawdown time, total:
14.99 hr
In -situ soil:
Soil permeability
2,20 lnlhr
OK
Planting media soil:
Soil permeability
2.00 in/hr
OK
Soil composition
% Sand (by weight)
86%
OK
% Fines (by weight)
10%
OK
% Organic (by weight)
4%
OK
Total: 100%
Form SVV401-Bloretention-Rev.3
Parts I and 11. Design Summary, Page 1 of 2

•r

Permit Number: J )'/V O u z o
(to be provided by DWO)
Phosphorus Index (P-Index)
Basin Elevations
Temporary pool elevation
Planting elevation (top of the mulch)
Bottom of the cell
Planting depth
Depth of mulch
SHWT elevation
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
Distance from bottom to SHWT
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly
distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 21
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(B'inches gravel followed by 3-5 It of grass)
Grassed swale
Forebay
15 (unitiess) OK
29.13 fmsl
28.38 fmsl OK
26.38 fmsl
2.00 ft
2.00 inches OK
24.36 fmsl OK
N (Y or N)
0 ft
26.38 fmsl
2.02 ft OK
Y (Y or N) OK
N (Y or N)
Y (Y or N) OK
Y (Y or N) OK
30 ft
0 (Y or N) Enter Data
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
NA (Y or N) insufficient ROW location.
1.00 fYsec OK
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
OK
X
Form SW401-Bioretenlion-Rev.3 Paris I and 11. Design Summary, Page 2 of 2

Permit No; wqD rdn"'
(to be assigned by DW4)
111. REQUiRED.ITEMSCHECKLIST• x1 ,irl
Please indicate the page or plan sheet numbers where the supporting documonlation can bo found. An incomplete submittal package will
• result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
•
Pagel Plan
lni t Sheet No.
L' 1D2o U°?
S I' 101_
0
1. Plans (1" - 50' or larger) of the entire silo showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Clean out pipe locations, .
Overflow device, and
Boundaries of drainage easement.
G Sd3 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
(-Sd-q
—60 I
3. Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre-treatment, pending depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), 457 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWO, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
P-index.
5. A detailed planting plan (1" = 20' or farger) prepared by a qualified individual showing:
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations (including underdrain calculations, if applicable).
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if (equired),
Form SW401-Bioretention-Rev.3
Part III, Page 1 oS 1

•
Permit Number:5V �a O
(to he provided by DWQ)
Drainage Area Number: B-2
Bioretention Inspection and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important inspection and maintenance procedures:
— Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
-- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
— Heavy equipment will NEVER be driven over the bioretention cell.
— Special care will be taken to prevent sediment from entering the bioretention cell.
— Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of inspection and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblems:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide Iime and a
one-time fertilizer application.
The inlet device: pipe,.
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe,
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
Swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
applicable).
Form SW401-13ioretention 1&M-Rev.2
Page I of 4

•
BMP element:
Potentialproblems:
How 1 will remediate theproblem:
The pretreatment area
Flow is bypassing
Regrade if necessary to route all
pretreatment area and/or
flow to the pretreatment area.
gullies have formed.
Restabilize the area after grading,
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches.
possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion 2roblems.
Weeds are present.
Remove the weeds, preferably by
hand.
The bioretention cell:
Best professional practices
Prune according to best professional
vegetation
show that pruning is needed
practices,
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present
Remove tree stake/wires (which
six months after planting.
can kill the tree if not removed).
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment.
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible,
An annual soil test shows that
Dolomitic time shall be applied as
pH has dropped or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media.
Form SW401-Bioretention I&M-Rev.2
Page 2 of 4

•
•
�J
$MP element:
Potentialproblems:
How I will remediate theproblem:
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
(if applicable)
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Repair or replace the drop inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401.Oversight Unit at 919-
outlet.
733-1786.
Form SW401-Bioretention 1&M-Rev.2 Page 3 of 4

P. -
s
Permit Number: 5yyoy ' O<
(lo he provided by DWQ)
I acknowledge and agree b signature below that I am responsible for the
g Y m Y g p
performance of the maintenance procedures listed above. t agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: P-1224 EOD Addition to Building FC292_
BMP drainage area number: B-2
Print name:
Title: Deputy Public Works Officer
Address: 1005 Michael Road, Camp Lejeunc, NC 28542
Phon
Sign,
Date
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, AIXe /C/ �j� , a Notary Public for the State of
County of/rs/�� , do hereby certify that
Lz' i personally appeared before me this
day of fl?Z/ and acknowledge the due execution of the
forgoing biorctention maintenance requirements. Witness my hand and official seal,
ALICE A TfE
"aft pulft
sk" of North Camum
My Commlulon Exokm tiet 23_ oat
SEAL
My commission expires
Form SW401-13ioretention I&M-Rev. 2
Page 4 of 4

•
r
WWfIalau fAtil.af OCI 37, Soll)
vam Ol mot;t; COL0111,a7
VP401A vl3t+G
VnCE v eta Avifialk
is

•
•
DWQ USE ONLY
Date Received
Fee Paid
Permit Number
`
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This forin may be photocopied for use as an original
I. GENERAL INFORMATION
A
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Commanding Officer MCB Camp Lejeune
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Carl Baker, Deputy Public Works Officer
3. Mailing Address for person listed in item 2 above:
1005 Michael Road
City:_ Camp Lejeune _ State: NC Zip: 28542
Phone: ( 910 ) 451-2213 Fax: { ) N/A
Email:_ N/A
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
P-1224 EOD Building FC292 Addition_
5. Location of Project (street address):
MCB Camp Lejeune, NC McHugh Blvd.
City:_ _ _ lacksonville County: Onslow
6. Directions to project (from nearest major intersection):
From main gate: Holcomb _Blvd., t_akea_left onto Sneads Ferry Road, turn right onto McHugh Blvd -1000 ft
on
right hand side of road.
7. Latitude: 34"39' 08" N Longitude: 77018'49" W of project
8. Contact person who can answer questions about the project:
Name: lason Frick PE Telephone Number: ( 757 ) 322-4283
];mail: [e-mail]
9 II. PERMIT INFORMATION:
Form SWU-101 Version 8.07 Page I of

5- 7-09
1. Specify whether project is (check one): ®New ❑Renewal ❑Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of7i8h
'ct (check orl) -7/ 11j�
❑Low Density Density ❑Redevelop ®General Permit ❑Universal SMP ❑Other
4. Additional Project Requirements (check applicable blanks):
❑CAMA Major ®Sedimentation/Erosion Control 0404/401 Permit ❑NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how Stormwater will be treated. AIso attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater runoff will be handled through overland flow, vegetative swales and Bioretention Basins.
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Site Area: 3.71 acres 4. Total Wetlands Area: N/A acres
5. 100' Wide Strip of Wetland Area: N/A acres (not applicable if no wetlawls exist oil site)
6. Total Project Area**:3.77 acres 7. Project Built Upon Area:49.6 %
8. How many drainage areas does the project have?3
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Cogdels Creek
Cogdels Creek
Stream Ciass & Index No.
Sc; NSW
Sc; NSW
Drainage Area (so
27,791 sf (0.64 ac)
93,618 sf (2.15 ac)
Existing Impervious* Area (so
0.00
0.00
Proposed Impervious*Area (so
12,953 sf (0.297 ac)
61,253 sf (1.406 ac)
% Impervious* Area (total)
46.6
65.4
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (so
0 sf (O.Oac)
3,944 sf (0.91 ac)
On -site Streets (so
On -site Parking (so
12,176 sf (0.28 ac)
57,221 sf (1.314 ac)
On -site Sidewalks (so
777 sf (0.018ac)
88 sf (0.002 ac)
Other on -site (so
Off -site (sf)
Total (so:
12953 sf (0.297ac)
61,253 sf (1.406 ac)
Impervious area is de ned as the built upon area including, but not linuted to, buildings, roads, parking Areas,
side -walks, gravel areas, etc.
Form SWU-101 Version 8.07 Page 2 of 4

Basin Information
Drainage Area 3
Receiving Stream Name
Co dels Creek
Stream Class & Index No.
Sc: NSW
Drainage Area (so
39,988 sf (0.92 ac)
Existing Impervious* Area (so
0.0
Proposed Impervious* Area (so
5,828 sf (0.134 ac)
% Impervious* Area total
14.6
Impervious* Surface Area
Drainage Area 3
On -site Buildin s st
3,944 sf (0.091 ac)
On -site Streets(sf)
0.0
On -site Parking (so
1,586 sf (0.036 ac)
On -site Sidewalks (so
298 sf (0.007 ac)
Other on -site (so
0.0
Off -site (SO
0.0
Total (so:
5,828 sf (0.134 ac)

•
•
•
**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation.
10. How was the off -site impervious area listed above derived? Field Survey
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each
lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
Form DRPC-1
High Density Commercial Subdivisions .
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions'
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401 -Off-Si te System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401 -Wetl and
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SWU-101 Version 8.07
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Page 3 of 4

., A
V1. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at htti):flh2o.enr.state.iie.us/sti/iiisi_aiw,;.Iitni)
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each SMP
• Permit application processing fee of $505 ($4,000 for Express) payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soil report
• Three copies of plans and specifications (sealed, signed & dated), including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
►�/� [e1 ►�11:11110: to] R rAF.V41118101
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): Jason M. Frick, PE, _NAVFA_C MidAtlantic
Mailing Address: MCNC IPT 6506 Hampton Blvd.
City: Norfolk State: VA Zip: 23508
Phone: ( 757 ) 322-4283 Fax: ( 757 322-8280
Email: mason.frick®navy.mil
VIII. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in General Information, item 2) _cl�� Du it
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be report nd that the proposed project complies with the requirements of 15A
NCAC 2N .1000. E /1
Signature: Date: — ,�1�
Form SWU-101 Version 8.07 Page 4 of 4

STORMWATER SUBMITTA. REQUIREMENTS
lN1
rILT tAT N/E-XFIL-TRAT OON,.SYST-EM _ ,' o re.�� H T r a 4
Basins and Trench
Objective
A. Collect all runoff from all BUA (proposed and/or existing and/or offsite) as the case may be, by
any means including piping or swales, and direct it to the infiltration system.
B. Check the proposed basin/ trench design to make sure it meets or exceeds the minimum
design criteria for design storm, volume and drawdown.
11. What makes up a corn to infiltr*ion basin,/ trerh pplipt�package?
A. Two sets o seale f ned &1' ate�t & radin plans with appropriate details.
9 Yo 9 g p
B. Completed 1cation (SWU-101) with supplement(s), SW-401-oltration Basin, SW-401-
Infiltration Trench, SW-401-Level Spreader, and inspection and maintenance agreen,99' .
*E.
Deed restriction document, if applicable. (subdivisions & projects with out parcels)��Sealed, signed & dated calculations. A soils report containing information in regard to the soil type, boring locations, seasonal high
water table elevation and expected infiltration rate.
Ill. BIMS entry (for DWQ use only)
Enter & track application acknowledged date, review date, add info requested/received dates, permit
issue dates, and drainage area and stream/waterbody info. Best done after the add info letter is
written and before sending permit up for signature.
IV. Shell documents (for DWQ use only)
Permit shells: s:lwqslstormwaterlshelllshighcominbasin
S:lwqslstormwaterlshellslhighcomintrench
s:lwqslstormwaterlshellslhighsubinbasin
s:lwqslstormwaterlshellslhighsubintrench
Calculations: sAwgslstormwaterlexcel spread sheetslinbasin
s:lwgslst�or;w&tter\Ne)jce1 s re sheetslintrench
V. Review rocedureu look consis nc eetween t e various elements of the acka e- a licationYpackage- application,
plan and calculations.
A. APPLICATION
/� ✓j Original signatures are required. Photocopied signatures cannot be accepted.
,�u�✓ ✓2. A completed infiltration basin or infiltration trench supplement, one for each proposed
system. A signed, dated and notarized Inspection and Maintenance Agreement for
each proposed system with an original signature.
3 rQ 3. The elevations, areas and volumes reported on the supplement match up to the
3 S numbers used in the calculations and shown on the plan details.
�� • 1/4. Built -upon areas are reported in square feet in Section 111.9.
V5. Receiving stream name and classification.
✓6. Section IIl.9 is filled in -cannot be left blank. One column must be filled in for each
proposed infiltration basin or trench.
7. If the applicant is a corporation, partnership or LLC, look it up on the Secretary of State
Corporations Database. Make sure corporation is spelled correctly (capitalization and
punctuation matter) and that the person signing the application is at least a vice-
president in the corporation, a General Partner in the partnership, a member in a
member -managed LLC, or the manager of a manager -managed LLC. Need
documentation to support if the Articles of Incorporation do not list the members or
managers of the LLC. If an agent signs, then a letter of authorization is needed from the
president, vice president, general partner, member or manager.
8. For subdivided projects, a signed and notarized deed restriction statement must be
provided.
9. Soils report with the SHWT, Soil type and expected infiltration rate. ,

Infiltration Basin & Trench, cont.
B. CALCULATIONS
1. The basin or trench must draw down within 5 days. Spray irrigation is not acceptable as
the sole means of drawdown.
2. The design storm is 1.5" if the project is subject to Phase II oris sited within '/z mile of
and draining to SA waters. Otherwise, use 1" design storm.
3. For Phase I projects that are within'/2 mile of and draining to SR waters, the difference
in runoff from the predevelopment and post -development conditions for the 1 year 24
hour storm must be controlled and treated.
4. Report the bottom surface area.
5. Report the surface area at the *overflow elevation.
6. Show the calculation for the minimum required volume.
7. Provide a table of elevations, areas, incremental volumes and accumulated volumes to
demonstrate that the minimum required volume has been provided.
8. Calculations are signed, sealed & dated.
9. Report the Drainage Area and Built -upon area for each basin or trench.
10. The seasonal high water table must be at least 24" below the proposed bottom elevation,
of the system. For Phase II projects, at least 12" of this must be in naturally occurring
soils. '
11. All runoff in excess of the design storm must bypass to a vegetated filter prior to entering
the basin or trench. If the system is designed to store a larger design storm (generally 2-
3 times the minimum), the requirement for an offline bypass can be waived. Please
contact the Division to determine what design storm is appropriate for the project.
Page 8 of 12

Project name
Contact name
Phone number
Drainage area number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Duality
STORMWATER MANAGMENT PERMIT APPLICATION
Regional Review: Bioretention Cell
P-1224 EOD Building FC292 Addition
Jason Frick, P.E.
[phone]
B-1
Desi n Variable Variable Equation Value Units
Volume to Treat: Nan -SR Waters
Volume to Treat, Reported 71
VReponed I
-
1,631.00
ft3
Volume to Treat, Required
VR,.!fed
I=3,630'RD'Rv'ATot31
1,630.90
It
Adequate design volume used?
yes
-
Drainage area
ATotal
27,791
fl2
Drainage area
ATotal
0.64
acres
Impervious area
Aimp
12,953
1 It
Percent Impervious
la
=A1mpAT0ta1
0.47
(unitless}
Design Storm
RI)
1.5
in
Runoff Coefficient
1Rv
1 =.05+.9(I4)
0.47
(unitless)
Volume to Treat: SR Waters
Volume to Treat, Reported
VRepurted
-
0.00
ft3
Volume to Treat, Required
VRequ1rw
=(1-yr, 24-hr depth, inches)( 12 infft)(Drainage
Lea, ft2
0.00
ft3
Adequate design volume used?
yes
-
Surface Area Required
Surface Area, Reported
lAsufaceReportw
2,3DD.DD
ft2
Surface Area, Calculated
Aswfacecakulamad
=VRequlrw Dpond
2,174.53
f12
Adequate surface area provided?
yes
-
Ponding Depth Dpu a
D.75
It
Approximate Dimensions: Check the Plan's Dimension Lengths to Ensure Lon Enou h
If Square Sioretention Cell:
Len th=Width
47
ft
It Round Sioretention Celt:
Radius
26
fi
Underdrains, Note: Underdrains are needed if the water accumulates in the cell faster than it drains from the cell. The driving variable controlling this is
permeability. The BMP manual says that "typically" underdrains are needed if the in -situ soil is less than 2 inthr. This is not a requirement. However, if the
water can not exit the cell expediantly, then underdrains are needed because the drawdown requirements will not be met. Use the following quick check to see 4
the cell will drain as fast or faster than water will accumulate in it.
Underdrains needed?
No
Permeability, planting media
Kplant,gMedla
0.00
linthr
Permeability, in -situ soil
Klo-snu
3.10
inthr
Drawdown Times
Drawdown times:
Calculated value, ponded volume
tOrawdownealculated,Ponded
=VPd dedlflMed�'(minlfi0 sec)'(hd60 min)
#DIV10!
hr
Calculated value, 24-inches below soil
1DrawdownCalculate0.241nche5
=Vsal 24.1nehegQMedla'(minl60 sec)'(hr160 min)
#DIV1O!
hr
Total Calculated Drawdown Time:
tDrawdawnCaku1ated.Tota1
=10nnvdmnCalculated,ponded+ tDrawdownCakutated,241nches
#D1V/0!
hr
Adequate 48-hr drawdown time calculated?
#DIVIO!
-
Reported value, ponded volume
torawdmnReported.Ponded
2.90
hr
Reported value, 24-inches below soil
tDrawdownReponnd,241nrhes
7.74
hr
Total Reported Drawdown Time:
tD,awdnwnReponed,Total
=tDrawdownReponed,Porwed+ t0rowdownReponed,z41%hes
10.64
hr
48-hr drawdown time reported is within 48-hr range?
yes
-
12-hr drawdown lime reported is within 12-hr range?
yes
Correct 48-hr drawdown reported?
#DIV/o!
-
Correct 12-hr drawdown reported?
#DIV/O!
-
1I3

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGMENT PERMIT APPLICATION
Regional Review; Bioretentlon Celt
rrofect lnrormauon
Project name
P-1224 EOD Building FC292 Addition
Contact name
Jason Frick, P.E.
Phone number
[phone]
Drainage area number
B-1
Drawdown Calculations
Drawdown Rate (into planting media):
QMeoia
=Kh+antevmgdia"Asurfacecalanated•(HIL.$)`(fU12in)'
(hr160min)`(min160sec)
0.0000
ft'/sec
Height of water above the gravel layer
Hseif
Hso'a Lseu, Ratio (Hsn;,lLs01,) is assumed to be -1
ft
ft
"Thickness" of the soil
L soil
Permeability, planting media
KPIantinnMedla
0.00
1 inlhr
Planting soil drainable porosity
n
T ical Range is 0.25-0.50. Enter Here.
unitless
Volume of water ponded on top of planting media
VPor>ded
-ASurfscecalculated* DPorw
V Required
1,630.90
f13
Volume of water in the top 24 inches of soil
Vso;l,24.lnches
=ASurfaCeCalmlatedW(21
0
0
Drawdown Rate (into in -situ soil):
Q; �s,
'Kir Situ*ASurfaceCalculated*(OFil,/LSoll)"(ft!121n)`
(hrl60min)'(minl605ec)
0.1560
ft Isec
Permeability, in -situ soil
Kio-sdu
3.10
in/hr
Depth of fill material
DF;;;
DFaI`Lsnd, Ratio (DF;IIIL$e„) is assumed to be -1
ft
"Thickness" of the soil
Lsoil
It
Internal slope of drawdown pipe
S
Approximately 0.5%. Enter 0.005 here.
unitless
Manning Roughness Coefficient
nManninp
Approximately 0.0105 for either 4 or 6 inch smooth
walled plastic pipes.
(unitless)
Safety Factor
Fsalety
Vary between 2 & 10. 10 is a potentially unstable
watershed (potential sediment), and 2 is most
stable.
0
(unitless)
Drawdown Rate (into planting media) with safety factor.
QMedla wah safety Facmr
=QMedia"Fsarefy
0.00
ft3/sec
Diameter of drawdown pipe needed
DDmwdownPipe
=16`tQMediawitnsaret Facer nmanrtin 1(Sa5)1"(3I8}
#DIVIOi
in
Adequate drawdown pipe provided?
Compare D orax do vnFipe
with The Table Below
(Hunt, 2007):
D Dra Mown Pipe <(inches)
#4" Pipes
D nrawdownAipe C(inches)
#6" Pipes
5.13
2
7.84
2
5.95
3
9.11
3
6.66
4
10.13
4
T22
5
tOthe'r Variables
Is the temporary pool at the level equal to the surface of the cell plus the pending depth?
yes
-
Temporary Pool Reported
29.40
lfmsi
Temporary Pool Calculated
29.40
fmst
Sheet Flow: This spreadsheet does not verity sheet flow. Check engineer's calculations.
PrelPnst Develonment Prak Flow
Peak Flow, 1yr, 24hr Storm (developed)
Q1y24hr,Developed
=CRepoded,Developec!IW41hr,CalculaleoATotal
"(ft112in)`(hrl60min)`(minl60sec) =Q1y24hr,ca1cu19ted
0.000
ft3/sec
Peak Flow, 1 r, 24hr Storm (pre -development)
Y (P P )
Q iy24hr,PreDev¢bpment
=CReperted,Pre-Davebpmentllyr24hr,calcnlatedATotal
• ft112in ' hrl60min min160sec -Q
( ) ( )•( ) — 1Y24hr,Calrulated
0.000
ft3lsec
Peak Flow, Amount to Control
QSy24hr,C0r9MlAr10unl
'QIy24hr,Developed'QIy24hr,Pr Devebpmenl
0.000
ft'/sec
Adequate peak flow controlled?
Always
Check
Rational C Coefficient for the developed project CReported. Deveoped =CRepohed
(unitless)
Rational C That Should be Used (C�St.cabmalea), Calculation below:
0.00
(un'dless)
Adequate Post -Development C Used?
OK
Rational C Coefficient for the pre -development CReported, Pre -Development
(unitless)
Rational C That Should be Used (Cpr�Cal�rlated) Calculation below:
0.00
(unitless)
Adequate Pre -Development C Used?
OK
Rainfall intensity (pre and post), reported IReportetl
/
5.94 inthr
Drainage area IATotal
27.791 ftz
2i3

1�
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGMENT PERMIT APPLICATION
Regional Review: Bloretention Cell
Protect Information
Project name
Contact name
Phone number
Drainage area number
Pre -Developed
P-1224 EOD Building FC292 Addition
Jason Frick, P.E.
[phone]
B-1
Project Rational C Determination
Land Uses on Plan Submitted
% of Drainage Area
(Enter Data from Plan
Below
Rational C
%impervious
Unimproved Areas
0.35
As haft
0.95
0.0%
Concrete
0.95
0.0%
Brick
0.85
0.0%
Roofs, inclined
1.00
0.0%
Roofs, flat
0.90
0.0%
Lawns, sandy soil, flat <2%
0.10
Lawns, sandy soil, average 2-7%
0.15
Lawns, sandy soil, steep >7%
0.20
Lawns, heavy soil, flat <2%
0.15
Lawns, heavy soil, average 2-5%
0.20
Lawns, heavy soil, steep 57%
0.30
Wooded areas
0.15
0.0% Does not total 100%. Alter yellow cells above. 0.0%
Post -Developed
Project Rational C Determination
Land Uses on Plan Submitted
% of Drainage Area
(Enter Data from Plan
13elow
Rational C
%Impervious
Unimproved Areas
0.35
Asphalt
0.95
0.0%
Concrete
0.95
0.0%
Brick
0.85
0.0%
Roofs, inclined
1.00
0.0%
Roofs, flat
0.90
0.01/
Lawns, sandy soil, flat <2%
0.10
Lawns, sandy soil, average 2-7°!
0.15
Lawns, sandy soil, steep >7%
0.20
Lawns, heavy soil, flat <2%
0.15
Lawns, heavy soil, average 2-5%
0.20
Lawns, heavysoil, steep>7%
0.30
Wooded areas
1
0.15
0.0% Does not total 100%. Alter yellow cells above. 0.0%
The percent impervious reported is: 46.6%
Does this value correspond to the land uses above? no, check
decimals
3/3

Project name
Contact name
Phone number
Drainage area number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGMENT PERMIT APPLICATION
Regional Review: Bioretenlion Cell
P-1224 EOD Building FC292 Addition
Jason Frick, RE.
[phone]
B-2
Desi n Variable Variable Equation Value Units
Volume to Treat: Non -SR Waters
Volume to Treat, Reported 71
VReported
7,476.00
ft'
Volume to Treat, Required
IVRequired
=3,630`RD'RV'A%ta1
7,476.05
ft 3
Adequate design volume used?
no, check
decimals
Drainage area
ATotai
93,618
ft'
Drainage area
Arota�
2,15
acres
Impervious area
Aimp
61,253
ft2
Percent Impervious
IA
=A,mpATolai
0.65
(unitless)
Design Storm
RD
1,5
in
Runoff Coefficient
1Rv
=.05+.9(IA)
0.54
(unitless)
Volume to Treat: SR Waters
Volume to Treat, Reported
VReported
I -
0.00
ft,
Volume to Treat, Required
VRenuired
=(1-yr, 24-hr depth, inches)( 12 inlft)(Drainage
Lea, ftz
0.00
ft3
Adequate design volume used?
yes
-
Surface Area Required
Surface Area, Reported
JAsurfac Reponed
10,322.00
ft'
Surface Area, Calculated
lAsurlaceCalmtated
=VRe,u,red/DPord
9,968.Ofi
ft2
Adequate surface area provided?
yes
-
Ponding Depth DPard
0.75
ft
Approximate Dimensions: Check the Plan's Dimension Lengths to Ensure Long Enough
If Square Bioretention Call:
1Length=Width
100
ift
If Round Bioretention Cell:
I Radius
56
1 ft
Underdrains. Nola: Underdrains are needed If the water accumulates in the cell faster than it drains from the cell. The driving variabla controlling this is
permeability. The BMP manual says that "typically" underdrains are needed if the in -situ soil is less than 2 in/hr. This is not a requirement, However, if the
water can not exit the cell oxpediantly, then underdmins are needed because the drawdown requirements will not be met, Use the following quick check to see if
the cell will drain as fast or faster than water will accumulate in it.
Underdrains needed? No
Permeability, planting media KP1antinpMedia 2.00 lnihr
Permeability, in -situ soil Km-sdu 2.20 in/hr
Drawdown Times
Drawdown times:
Calculated value, ponded volume
torawdowncaieulated.Ponded
=VPondedlQMedfa (min160 sec)'(hrf60 min)
4.50
hr
Calculated value, 24-inches below soil
tDrawdawnca1ee1a1ed,241nches
=Vsoa,24-1.chedOMedia*(min/60 sec)'(hrf60 min)
0,00
hr
Total Calculated Drawdown Time:
t❑rawdownCatcuiatm,Totai
=t❑rawdowncalcwated.Pcnded+ t❑rawdowncalculatwf,20nches
4.50
hr
Adequate 48-hrdrawdown time calculated?
yes
-
Reported value, ponded volume
tDrawdownReoorted.Ponded
4.09
hr
Reported value, 24-inches below soil
t❑rawdownReported,241eches
10.90
hr
Total, Reported Drawdown Time:
t❑rawdaw Repone,Total
=tDrawdownReported,Ponded+ torawdm Reponed,241ncttes
14.99
hr
48-hr drawdown time reported is within 48-hr range?
yes
-
12-hr drawdown time reported is within 12-hr range?
yes
-
Correct 48-hr drawdown reported?
yes
Correct 12-hr drawdown reported?
no check
decimals
113

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGMENT PERMIT APPLICATION
Regional Review: Bioretention Cell
Project name
P-1224 EOD Building FC292 Addition
Contact name
Jason Frick, P.E.
Phone number
[phone]
Drainage area number
B-2
Drawdown Calculations
Drawdown Rate (into planting media):
QMedla
=KPlamireMea*'"surfaceCaWlatep'(H/LEoil)'(fU12in)'
(hr160min)"(min/60sec)
0.4615
ft3/sec
Height of water above the gravel layer
Hsd
HSofiLsou Ratio (HspiJLsoil) is assumed to be -1
ft
"Thickness" of the soil
L Sall
ft
Permeability, planting media •
Kpiantnamedia
2.00
inlhr
Planting soil drainable i
n
Typical Range is 0.25-0.50. Enter Here.
unitless
Volume of water ponded on top of planting media
VPorlded
"ASurfa CalcuteledADPond
—V Requimd
7,476.05
ft3
Volume of water in the top 24 inches of soil
VSM.24.lnches
�Asurfacecaiculated*n'(2ft)
0
ft3
Drawdown Rate (into in -situ soil):
Qlrrsdu
—Kio-situ'Asunacecah,,,lated'(DrllllLsoiq'(f /i2in)'
(hr/60min)*(min/60sec)
0,5076
ft'/sec
Permeability, in -situ soil
Kln-Srlu
2.20
inlhr
Depth of fill material
Drill
Drug-L�;i, Ratio (DrllllLsuil) is assumed to be -1
ft
"Thickness" of the soil
Lsgil
ft
Internal slope of drawdown pipe
S
AporoximatelyO.5%. Enter 0.005 here.
unitless
Manning Roughness Coefficient
nManninp
Approximately 0.0105 for either 4 or 6 inch smooth
walled plastic pipes.
(unitless)
Safety Factor
Fsafoy
Vary between 2 & 10. 10 is a potentially unstable
watershed (potential sediment), and 2 is most
stable.
0
(unitless)
Drawdown Rate (into planting media) with safety factor:
QMedia,wilh safety Factor
=QMedla'Fsarety
0.00
ft3lsec
Diametef of drawdown pipe needed
DDrawdownPipe
=16'[QMediawrlhsafet arxor nmann; ! Sos}]^(318)
NDIVi01
lin
Adequate drawdown pipe provided?
Compare D Dr Wo"fte
with The Table Below
(Hunt, 2007):
DD(awdcwnPlpe<{inches)
#4"Pipes
Dorareawnppe<(inches)
#6"Pipes
5.13
2
7.84
2
5.95
3
9.11
3
6,66
4
10.13
4
7.22
5
Other Variables
Is the temporary pool at the level equal to the surface of the cell plus the ponding depth?
yes
-
Temporary Pool Reported
29.13
fmsl
Pool Calculated
29.13
1 fmsl
—Temporary
Sheet Flow. This spreadsheet does not verify sheet flow. Check engineer's calculations.
Pre/Post Development Peak Flow
Peak Flow, 1 r, 24hr Storm (developed)
y ( p )
Q ty24hr,Devebped
=CrReported,Deveiopedltyrzahr,caiculatedATotal
*(ft/1 2in' hrl6ominl (minl605ec -Q
0.000
ft3lsec
Peak Flow, t r, 24hr Storm re develo ment
Y (p p )
Q ty24hr,Pre.Developmem
=CReported,Pre-Develcpmentl1y24hr,cakulatedATotal
• ft1l2in ' hr160min minl60sec Q { } ( )�( ) -— 1y24hr,Cakvlated
0.000
ft3lsec
Peak Flow, Amount to Control
Q 1yr24hr,Can1mlAmurn
—Qt 2411r.Developed-Q ty24hr,Pre-Devebpment
0.000
ft3lsec,
Adequate peak flow controlled?
Always
Check
Rational C Coefficient for the developed project CRepuded.oevelopw �CReported
(unitless)
Rational C That Should be Used (Cmst-calculated). Calculation below:
0.00
(unitless}
Adequate Post -Development C Used?
OK
Rational C Coefficient for the pre -development CReported, Pre -Development
(unitless)
Rational C That Should be Used (Cp,e.cakutated), Calculation below:
0.00
(unitless)
Adequate Pre -Development C Used?
OK
Rainfall intensity (pre and post), reported (Reported
5.94 inlhr
Drainage area ATotal
93,618 1 ftz
213

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGMENT PERMIT APPLICATION
Regional Review: Bioretention Cell
Project Information
Project name
Contact name
Phone number
Drainage area number
Pre -Developed
P-1224 EOD Building FC292 Addition
Jason Frick, P.E.
[phone]
B-2
Project Rational C Determination
Land Uses on Plan Submitted
% of Drainage Area
(Enter Data from Plan
Below
Rational C
%Impervious
Unim roved Areas
0.35
Asphalt
0.95
0.0%
Concrete
0.95
0.0%
Brick
0.85
0.0%
Roofs, inclined
1.00
0.0%
Roofs, flat
0.90
0.0%
Lawns, sandy soil, flat <2%q
0.10
Lawns, sand soil, average 2-7%
0.15
Lawns, sandy soil, steep >7%
0.20
Lawns, heavy soil, flat <2%
0.15
Lawns, heavX soil, average 2-5%
0.20
Lawns, heavy soil, steep >7%
0.30
Wooded areas
1 0.15
0.0% Does not total 100%. Alter yellow cells above. 0.0%
Post -Developed
Project Rational C Determination
Land Uses on Plan Submitted
of Drainage Area
(Enter Data from Plan
Below
Rational C
%Impervious
Unimproved Areas
0.35
Asphalt
0.95
0.0%
Concrete
0.95
0.0°%
Brick
0.85
0.0%
Roofs, inclined
1.00
0.0%
Roofs, flat
0,90
0.0%
Lawns sandy soil, flat <2%a
0.10
Lawns, sandy soil, average 2-7%u
0.15
Lawns, sandy soil, steep >7%,
0.20
Lawns, heavy soil, flat <2%0
0.15
Ed
Lawns, heavy soil, average 2-5%
0.20
Lawns, heavy soil, steep >7%
0.30
Wooded areas
0.15
0.0% 00e5 not total 100%. Alter yellow Cells above. 0.0%
The percent impervious reported is: 65.4%
Does this value correspond to the land uses above? no, check
decimals
313

Project name
Contact name
Phone number
Drainage area number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGMENT PERMIT APPLICATION
Regional Review: Bioretention Cell
P-1224 EOD Building FC292 Addition
Jason Frick, P.E.
[phone]
B-3
Desi n Variable Variable Equation Value Units
Volume to Treat: Non -SR Waters
Volume to Treat, Reported
VRononed
906.00
ft,
Volume to Treat, Required
VReQuired
=3,630'R0'Rv'AT,14
905.57
f13
Adequate design volume used?
yes
-
Drainage area
ATotal
39,98B
ft2
Drainage area
AT0101
0.92
acres
Impervious area
A1mp
5,828
ft2
Percent Impervious
Iq
=Ail ,,IAT01a1
0.15
(unitless)
Design Storm
RD
1.5
in
Runoff Coefficient
IRv
=.05+.9(10
0.1B
(unitless)
Volume to Treat: SR Waters
Volume to Treat, Reported
VReponed
0.00
ft3
Volume to Treat, Required
VRequire
=(1-yr. 24-hr depth, inches)( 12 inlft)(Drainage
0.00
ft2
area ft2
Adequate design volume used?
yes
-
Surface Area Required
Surface Area, Reported
AsurfaceReperted
1,098.00
ft2
Surface Area, Calculated
Asurfacecalarlated
=VRequiredlDPord
905.57
ft2
Adequate surface area provided?
yes
-
Pending Depth DPond
1.00
ft
Approximate Dimensions: Check the Plan's Dimension Lengths to Ensure Long Enough
If 5 care Bioretention Cell:
l.en th= Width
30
ft
If Round Bioretention Cell:
lRadjus
17
ft
Underdrains, Note: Underdrains are needed if the water accumulates in the cell faster than it drains from the cell. The driving variable controlling this is
permeability. The BMP manual says that "typically" underdrains are needed if the in -situ soil is less than 2 inlhr. This is not a requirement. However, if the
water can not exit the cell expediantly, then underdrains are needed because the drawdown requirements will not be met. Use the following quick check to see J
the cell will drain as fast or faster than water will accumulate in it,
Underdrains needed? No
Permeability, planting media KP1anG gMedia 2.00 1 inlhr
Permeability, in -situ soil I Kln-sou 3.00 inlhr
Drawdown Times
Drawdown times:
Calculated value, ponded volume
tDrawdownCalculaled,Portded
=VPondedlQMedia*(min160 sec)'(hr160 min)
6.00
hr
Calculated value, 24-inches below soil
tDraudawncabAaled,241mhes
=VS0,24-Inchdo Media*(min/60 sec)'(hr160 min)
0.00
hr
Total Calculated Drawdown Time:
tDrawdownCalculated.Total
=torawdownCalculated.Puded+ t0rawdownCa1cu1ated,241nches
6.00
hr
Adequate 48-hr drawdown time calculated?
yes
-
Reported value, ponded volume
torawdownReponed.Ponded
4.00
hr
Reported value, 24-inches below soil
t0rawdawnReported.24inches
8.00
hr
Total Reported Drawdown Time:
tprawdownReported,Tatal
=tDrawdownRewrlW Ponded+ tDrawdawnReported,241ncrtes
12.00
hr
48-hr drawdown time reported is within 48-hr range?
yes
12-hr drawdown time reported is within 12-hr range?
yes
Correct 48-hr drawdown reported?
yes
-
Correct 12-hr drawdown reported?
no. check
decimals
113

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGMENT PERMIT APPLICATION
Regional Review: Bioretention Cell
Project.informatlon
Project name P-1224 EOD Building FC292 Addition
Contact name Jason Frick, P.E.
Phone number [phone]
Drainage area number B-3
Drawdown Calculations
Drawdown Rate {into planting media):
QMeela
=KPiantinuMedia*ASurfaceCalculated*(H/Lsoii )* (ft/ 12in )'
(hr160min)`(min160sec)
0.0419
3
ft lsec
Height of water above the gravel layer
Hsoi;
HSall`L�p ,Ratio (Hsa;;ILsO11) is assumed to be -1
ft
"Thickness" of the soil
L soil
ft
Permeability, iantin media
PlantirmMDdO
2.00
inihr
Planting soil drainable porosity
n
TXpical Range is 0.25-0.50. Enter Here.
unitless
Volume of water ponded on top of planting media
VPonded
=Asvrlacecalwlated+DPond
=VRKaured
905.57
ft3
Volume of water in the lop 24 inches of soil
Vsa;;,24-inches
2Asudaceea1cu1ated*n*(2f1)
0
ft3
Drawdown Rate (into in -situ soil):
Qio-seu
=Kio-stu'Asurfacecalwlatm*(DrlldLsoil)'(fUl2in)'
(hd60min)'(minl60sec)
0.0629
ft3lsec
Permeability, in -situ sell
Kin-srtu
3,00
inlhr
Depth of fill material
DF;I;
DFm-Lso;;, Ratio (DF;;;ILso;;) is assumed to be -1
It
"Thickness" of the soil
Lsuil
ft
Internal slope of drawdown pipe
S
Approximately 0.5%. Enter 0.005 here.
unitless
Manning Roughness Coefficient
nManni q
Approximately 0.0105 for either 4 or 6 inch smooth
walled plastic pipes.
(unitless)
Safety Factor
Fsafety
Vary between 2 & 10. 10 is a potentially unstable
watershed (potential sediment), and 2 is most
stable.
0
(unitless)
Drawdown Rate (into planting media) with safety factor:
QMedia,wan salety Factor
=QMedia*Fsafety
0.00
ft3lsec
Diameter of drawdown pipe needed
DDrawdownPipn
7
=16'tQMedia Wdhsafel Fnctor*nmanni t(8' 5)j^(318)
#DIVl01
In
Adequate drawdown pipe provided?
Compare D ora,tivn pipe
with The Tahle Below
(Hunt, 2007):
D DrarW .pipe <(inches)
#4" Pipes
D D_._pipe <(inches)
#6" Pipes
5.13
2
7.84
2
5.95
3
9.11
3
6.66
4
10,13
4
7,22
5
Other Variables
Is the temporary pool at the level equal to the surface of the cell plus the ponding depth?
yes
-
Temporary Pool Reported
28.50
1 fmsl
Temporary Pool Calculated
28.50
fmsl
Sheet Plow. This spreadsheet does not verify sheet flow. Check engineer's calculations.
PrelPost Development Peak Flow
Peak Flow, 1yr, 24hr Storm (developed)
01y24hr,Developed
_CReported,neveiopedlfyrVhr,calwlaiwArotal
'(ftl12iR)'(hr/6omin)'(minl6osec)=Q1yr24hr.calurlated
0.000
ft'/sec
Peak Flow, 1yr, 24hr Storm (pre -development)
Qlyr14hr,Pre-Development
_CReported,Pre-DevelopmerdIlyr24hr.CalculatedATotal
'(ft112in)'(hr160min)'(minl60sec)=Q1y24hr,Calculated
n.000
ft3lsec
Peak Flow, Amount to Control
5Iy20r,ContmlAmount
=Qtyr24hr,Developed-Q1y24hr,Pr -Development
0,000
ft'/sec
Adequate peak flow controlled?
Always
Check
Rational C Coefficient for the developed project C Reported, Developed `CReported
(unitless)
Rational C That Should be Used (Cppst-calculaled). Calculation below:
0.00
(unitless)
Adequate Post -Development C Used?
OK
Rational C Coefficient for the pre -development CReported, Pre-Oevelop meni
(unitless)
Rational C That Should be Used (Cprr calwlaled). Calculation below:
0.00
(unitless)
Adequate Pre -Development C Used?
OK
Rainfall intensity (pre and post), reported IReported
5,94
inlhr
Drainage area IATotal
39,988
ft2
2l3

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGMENT PERMIT APPLICATION
Regional Review: Bioretention Cell
Project Information
Project name
Contact name
Phone number
Drainage area number
Pre -Developed
P-1224 EOD Building FC292 Addition
Jason Frick, P.E.
[phone]
8-3
Project Rational C Determination
Land Uses on Plan Submitted
% of Drainage Area
(Enter Data from Plan
Below
Rational C
%Impervious
Unimproved Areas
0.35
Asphalt
0.95
0.0%
Concrete
0.95
0.0%
Brick
0.85
0.0%
Roofs, inclined
1.00
0.0°%
Roofs, flat
0.90
0.0%
Lawns, sandy soil, flat <2%
0,10
Lawns, sandy soil, averse 2-7%
0,15
Lawns, sandy soil, steep >70/6
0,20
Lawns, heavy soil, flat <2%
0.15
Lawns, heavy soil, averse 2-5%
0,20
Lawns, heavy soil, steep >7%
0.30
Wooded areas
0,15
0.0% Does not total 100%. Alter yellow ceils above. 0.0%
Post -Developed
Project Rational C Determination
Land Uses on Plan Submitted
of Drainage Area
(Enter Data from Plan
Below
Rational C
%Imperious
Unimproved Areas
0.35
Asphalt
0,95
0.0%
Concrete
0.95
0.0%
Brick
0.85
0.0%
Roofs inclined
1.00
0.0%
Roofs, flat
0.90
0.0%
Lawns, sandy soil, flat <2%
0.10
Lawns, sandy soil, averse 2-7%
0.15
Lawns, sandy soil, steep >7%
0.20
Lawns, heavy soil, flat <2%
0.15
Lawns, heavy soil, averse 2-5%
0.20
Lawns, heavy soil, steep >7%
0.30
Wooded areas
0.15
0.0% Does not total 100%. Alter yellow cells above. 0.0%
The percent impervious reported is: 14.6%
Does this value correspond to the land uses above? no, check
decimals
3/3

Transmittal
DATE: 25 July 2008
To: NCDENR-Division of Water Quality
Attn: Aisha Lau
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
Phone: [phone]
Naval Facilities Engineering Command
NAVFAC MID -ATLANTIC
JUL 2 8 2008
. ally
From: Naval Facilities Engineering Command — Mid -Atlantic
Marine Corps North Carolina IPT
Jason Frick [phone]
RE: P-1224
EOD Building FC292 Addition
RFl Responses
Copies
Date
Description
2
7/25/2008
Res onses to RFI (Revised drawings and calculations)
Remarks:
Distribution:
NAVFAC - Tom Mullen

SW8 080508
' July 24, 2008
'
North Carolina Department of Environment
and Natural Resources
'
Division of Water Quality
Wilmington Regional Office RECEIVED
127 Cardinal Drive Extension JUL 2 $ ZQ08
'
Wilmington, North Carolina 28405-3845
Re: Stormwater Project No. SW8 08 508 '
J 0
P-1224 EOD Addition to Building FC292
r
eProjects No.: 561713
Onslow County
'
Ms. Lau,
Please find enclosed two sets of revised permit application documents for the above, based
1
on your Request for Additional Information dated July 17, 2008. The following is our
response to your comments.
'
1. A note has been added to the Grading and Drainage plan sheets C-105 & C-106
indicating that "No wetlands have been identified within the proposed site
1
development".
2. The construction drawings that are required to be submitted have been designed in
1
metric units. NAVFAC policy requires the use of metric units for all
MCON/MILCON projects. The existing EOD Building, which was permitted and
constructed in 2006, was performed using metric units, therefore this project was
required to use metric units. If there are specific dimensions or elevations that you
would like to see in duel units (English & Metric), please let me know. I have
included a few English units for the bioretention basin elevations and. detail.
3. The SHWT elevations for Bioretention Basin #2 have been revised to reflect the
elevations provided in the ECS soils report.
Bioretention Basin #1 had existing elevations around 9.0m (29.52 ft). The ECS
soils report showed SHWT elevations 60 inches below existing grade, so the
SHW-F elevation used was 7.47m (24.52 ft).

Page 2
SW8 050830
Bioretention Bann #2 had existing elevations around 8.95m (29.36 ft) in the area,,;
of the soil borings. The ECS soils report showed SHWT elevations ranging 34
inches to 60 inches below existing grade. Since all of the others borings on site
averaged 60 inches below existing grade, we assumed that this would be the
appropriate SHWT elevation to use, and would be more consistent with the site
characteristics. So a SHWT elevation of 7.42m (24.36 ft) was used.
Bioretention Basin #3 had existing elevations around 8.26m (27.10 ft). The ECS
soils report showed SFIWT elevations 60 inches below existing grade, so the
SFIWT elevation used was 6.74nt (22.10 ft).
4. The Bioretention basins have been revised, and now have the required 2 feet of
separation between the SHWT and the bottom of the device.
5. The bituminous pavement symbol in the legend has been revised to coordinate with
the bituminous pavement shown on the layout plans. Also, the gravel symbol in the
legend has been removed, since it is not used. The inlet protection symbol has been
deleted, and a symbol for Outlet Protection has been inserted in its place. -A tree
line symbol has also been added.
6. Revisions to the Bioretention Basin #1 elevations have been incorporated in the
revised drawings and calculations provided. Please find attached revised
Bioretention Cell Supplements, routing calculations and revised drawings C-001,
'
C-105, C-106 and C-503.
' Upon your review of the enclosed revised documents, please let me know if you need any
additional information. Your prompt attention to this submittal would be greatly appreciated.
' I can be reached at [phone], or e-mail [e-mail]
' Sincerely,
Jason M. Frick, PE
' Civil Engineer
MCNC IPT
Enc.:
Revised Drawings and Bioretention Cell Calculations
' Blind copy to:
David Jackson, P.E., MCNC IPT Civil Supervisor
1

EOD Building FC292 Addition
Section C: CALCULATIONS
DESIGN PARAMETERS
MCB Camp Lejeune
Jacksonville, North Carolina
The Rational method was used to calculate peak flows and the Simple method was used
to calculate the runoff storage volume from the first 1- 1/2 inch. TR-55 was used to complete the
time of concentration values. The 1-yr, 24-hr storm runoff was estimated to be 3.68-inches taken
from the NOAA Point Precipitation Frequency chart for Sneads Ferry, NC. The I -yr, 24-hr
storm rainfall intensity, in inches per hour, was also taken from NOAA's chart for Sneads Ferry,
NC.
See the following pages for the Sneads Ferry, NC IDF chart and for tabulated results of
the calculations. Refer to Section F for plans of the proposed drainage design.
6

STORMWATE R MANAGEMENT CALCULATIONS
1'-122d EOD BUILDING FC292 ADDITION
RICH CAMP LEJEU\E,.IACKSONVILLE, SC
1
RATIONAL METHOD:
DESIGN STORM: 1-yr, 24-hr frequency storm
References:
Rainfall intensity - taken from NOAA Precipitation Intensity Estimates (Sneads Ferry, NC was used) for the 1 -yr, 24-hr storm
BIORETENTION BASIN 81 - (PRE -DEVELOPED) _ _ 0.638 Acres _ 27,791 sf
PRE -DEVELOPED SITE IMPERVIOUS AREA
Project Site is Undeveloped
Total Impervious Area 0.000 Acres 0 sf
1
1
1
1
1
1
DRAIN.
DESIGNATION AREA
(sq. ft.)
DRAIN. RUN-OFF
AREA COEFF.
(ac)
•Tc
TIME
hr)
RAIN
FALL
(in. ! hr)
RUNOFF
"Q"
cfs
PRE -DEVELOPED
27,791
�___2_6_38_j
0.15
15.00
3.95
0.38
Value of Runoff Coefficient
"C" for Rational Formula
C
WOODLANDS
0.15
GRASSED, Good Condition
0.15
ASPHALT =
0.95
BUILDING =
0.95
CONCRETE =
0,95
Post Dev. Allowable Discharge
DESIGNATION BUILDING ASPHALT WOODLANDS CONCRETE GRASS AREA WT. "C"
s.q. f.t. s.q. Lt. s.q. f.t. s.q, I'A. s.q. f.t. acres
PRE -DEVELOPED
0
0 j 27,791
1
0
0
1 0.63$
1 0.15

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
STORMWATER MANAGEMENT CALCULATIONS
P-1224 EOD ADDITION TO BUILDING FC292
MCB CAMP LE,IEUNE, JACKSONVILLE, NC
13IORETENTION AREA SIZING
NCDENR STORMWATER BMP MANUAL, July 2007
1310RE.TENTION ARE -,A NO. B-1
Impervious Area -New EOD Addition
Building
0 sf
0.000 Acres
Access Drive
0 sf
0.000 Acres
Sidewalks
777 sf
0.018 Acres
Parking
12,176 sf
0.280 Acres
Other
0 sf
0.000 Acres
Total
12,953 sf
0.297 Acres
DEVELOPMENT AREA "C"
TYPE ACRES FACTOR C x Arca (sl)
IMPERVIOUS (Ai) 0.297 095 12,305
PERVIOUS 0.341 0,15 2,228
TOTAL (A) 0.638 0.52 14,533
1310RETENTION AREA SIZE
PERCENT IMPERVIOUS ( I )
= Ai/A = 0.297 / 0.638 46.58'%,
VOLUMETRIC RUNOFF COEFFICIENT (Rv)
Rv=0.05+0.009 x
Rv = 0.05 + (0.009 x 46.58%) = 0.4692 INAN
DESIGN RAINFALL (P) = 1.5 INCH
WATER QUALITY VOLUME (WQv)
WQv = [ (P) (Rv) (A) ] / 12
WQv = [ (1.5) (0.4692) (0.638) } / 12 = 0.0374 AC -FT
WQv = 43,560 SF/AC-FT x 0.0374 = 1,631 CF
1

STORM WATER MANAGEMENT CALCULATIONS
P-1224 EOD ADDITION TO BUILDING FC292
MCB CAMP LEJEUNE, JACKSONVILLE, NC
SURFACE AREA OF BIORETENTION BASIN REQUIRED (TO HOLD ENTIRE 1.5" FIRST FLUSH)
PONDED DEPTH (D) = 9 INCHES
A= WQv/D= 2,175 Sr
PONDING DEPTH BASIN SIZE
Elcv
Elev
Area
Area
Ieic. Vol
Accum
(m)
(fl)
(m2)
(sty
(of)
Vol (CO
8.73
28.65
l 85
1,992
0
0
8.77
28.77
195
2,093
235
235
8.81
28.89
204
2,196
267
502
8.84
29.02
214
2,300
290
782
8.88
29.13
223
2,404
. 278
1,060
K92
29.27
233
2,510
322
1,382
9,96
29,40
269
2,892
354
1,737
CIIECK BIORETENTION SIM
DESCRIPTION
REQ-D
PROVIDED
SURFACE" AREA
2,175
SF
2,300
SF
"Average"
PONDED VOLUME
1,631
CF
1,737
CF
2

P-1224 BOD Post-Dev Bioretention B1 Rational Rainfall Ourafion=5 min, Inten=5.94 in/hr
Sumrnary for Subcatchment 1S: Bioretention Basin #1
'
Runoff = 1.92 cis @ 0.08 hrs, Volume= 0.014 of, Depth= 0.26"
Runoff by Rational method, Rise/Fall =1.011.0 xTc, Time Span= 0,00-24.00 hrs, dt= O.Oi hrs
Rainfall Duration=5 min, Inten=5.94 inlhr
'
Area (ac) C Description
0-297 0.95
0.341 0.15
0.638 0.52 Weighted Average
'
0.638 Pervious Area
Tc Length Slope Velocity Capacity Description
'
-_(min) (feet) (Riff) (R1sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Bioretention Basin #1
Hydrograph
1
I I I 1 I I I
-J__ i,.�J,.-3-,i,.-L.-L•_J--J-_1-- IT- _L-_L-_L_J_-J--1..-i_-L__,L -L .. J__ 0.4•.roR
1.92 cf$
1 1 1 1
I 1 I 1 I I ! I 1 I I 1 I I 1 I I 1 1 I I
I I I I I I 1 I 1 I I 1 I I I I I I IR�ir�fa�t
1 I 1 I I 1 I 1 I i I I 1 I I I l I I 1
1 I , I I I I I I I I I 1 I I I qur�t�on=� mill, 1 I 1 I I I I I I I I I I I I I
'
I I I I I 1 I I 1 I I I 1 I I 1 I(rtten`6f94 irilFir
i I f I I I 1 I I 1 I 1 t I I I I
I ! I I I I I I 1 I 1 I I I
I ! I 1 I I I I 1 I 1 I I 1 ! I I I I I I
I 1 I I I I I I 1 I 1 1 I
I ! I 1 I I I I 1 I 1 I Runof�IVplum,G;O. 1�i alf
1
- r--k---1---1--T--r--r--r--i---i--r-r--r--r--r-1--��(--r--r--r--r--r-�--
I I I I 1 I 1 I I I 1 1 I I Run Vff:Dd th T0.26.1
W
I I I I 1 I 1 I I I 1 I I I I I i 1 I jC 6.,b t'I 1r1iI�r� I
I I I I 1 I 1 I I I I 1 I I I I I 4
I I 1 I 1 I 1 I I I I 1 I I 1 I I i I 1 !
7 I I I I I I 1 I 1 I I 1 I I I I I 1 I I I I
i I 1 I I I I I I I I I 1 I I I I I 1 I I I I
1 I 1 I I I I 1 I 1 I I 1 I I I I I 1 I I I
I I 1 I I I I 1 I 1 I I 1 I I 1 I I I I I I I
I 1 I 1 I 1 I I 1 1 I I 1 I I 1 I I 1
I-- I l
11 iZ 13 ,6 ,5 S6 17 iN 19 2] :1 23 -A
TWO (houni

1
0
1
I
I
0
I
P-1224 EOD Post-Dev Bioretention B1 Rational Rainfall Duration=5 ruin, lnten=5.94 Whr
Hydrograph for Subcatchment 1 S: Bioretention Basin #1
Time
(hours)
Runoff
(cfsj
Time
(hours)
Runoff
Ofs)
Tune
i:hours)
Runo.f
(cfs}
ODD
0.00
9M
0.BO
15.0D
0.00
0.20
0.00
9.20
0.D0
18.20
0.00
0.40
0.00
9AD
0.DO
18.AD
0.03
O.eA
O.OD
9.e4
0.00
18,90
0.00
0.90
0.00
MID
0.00
18.60
OLD
1.00
O.DD
10,G3
0.00
19.00
0.00
1.20
O.OD
10.20
0,00
19.20
0.00
1.4D
0.00
10.40
0.00
19.40
0.00
1.80
0.00
wto
0.00
19.60
0.00
1.80
OAO
10.80
0.00
19.80
0.00
2.0D
D.00
11.DD
0.00
20.OD
0.00
2.20
OAO
11.20
0.110
20,20
0.00
2.40
0.00
11.40
0.DO
20,40
0.00
2.e,D
0.00
11.e7
0.00
20.OD
0.00
2.80
0.00
11.6o
D.00
20.80
0.00
3.DO
O.OD
1100
0.00
21.00
0.00
3.20
O.OD
12.20
0.00
21.20
0,00
3.40
O.OD
12.40
0.00
21,40
0.00
3to
MD
12.e-0
0.00
21.80
O.OD
3.20
0.OD
1180
0.00
21.60
0.00
4-DO
0.100
13.013
0.00
22.09
0.00
4.20
D.00
13.20
0.00
22.20
0.00
4.40
OAD
13.40
0.00
22.40
0130
4.CO
0.00
13.60
0.00
22.60
0.00
4.eO
D.00
13.60
0.00
22.60
0.00
5. DO
0.00
14.OD
0.00
23.00
0,00
5.20
O.OD
14.20
OM
23.20
0.00
5.411
0.OD
14AD
0.00
23.40
0.00
5.50
0.00
14,rO
0.00
23.60
0.00
5.80
O.OD
14.eD
DAD
23.60
0.00
8.00
0.00
15.DO
0.00
24.00
0.00
6.20
0.00
15.20
0.00
8.40
0.00
15A0
0.00
B.CO
0.00
15.60
0.00
0.80
D.OD
15.e0
0.00
7.00
D.OD
18.00
0.00
7.20
D.OD
18.20
0.00
7.40
0.0D
1BAO
0.00
7.80
0.00
IBM
0.00
7.80
0.00
16.20
0.00
8.00
0.00
17.DO
0.00
6.20
O.IJO
17.20
0.00
BAD
0.00
17-40
0.00
B.CD
0.00
17.M
0.00
8.60
0.00
17.80
0.00

I
I
1
I
1
P-1224 EOD Post -De►► Bioretention B1 Rational Rainfall Duration=5 min, lnten=5.94 iM1r
Summary for Pond 2P: Bioretention Basin##1
Inflow Area = 0.638 ac, 0.000r6 Impervious, Inflow Depth = 0.26'
Inflow = 1.92 cts @ 0.08 hrs. Volume= 0.014 of
OutFlow - 0, 16 cis @ 0.16 hrs, Volume= 0.014 at, Atten= 92%, Lag= 4.7 min
Discarded = 0.16 cis @ 0.16 hrs, +lolume= 0.014 of
Primary = 0.00 cis @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 28.90' @ 0.16 hrs Surf.Area= 0.050 ac Storage= 0-0f2 of
Plug -Flow detention time= 28.5 min calculated for 0.014 of (100°% of inflow)
Center -of -Mass det. time= 28.5 min (33.5 - 5.0 )
Volume _ _ _Invert A;ail.Storage Storage Description
#1 28.65' 0.040 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.StOre
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
28.65
0.046
0.000
0.000
26.77
0.048
0.006
0.006
28.89
0.050
0.006
0.012
29.02
0.053
0.007
0.018
29.13
0.055
0.006
0.024
29.27
0.058
0.008
0.032
29.40
0.066
0.008
0.040
Device Routing Invert Outlet Devices
#1 Primary 29.40' 106.0' long x 3.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0-60 0.80 IM 1.20 1.40 1.60 1-80 2.00
2.50 3.00 3.50 4.00 4.50
Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68
2.72 2.81 2.92 2.97 3.07 3.32
#2 Discarded 28.65' 3.100 inlhr Exfiltration over Surface area
Discarded OutFlow Mox=0.16 cts @ 0.16 hrs H'N=28.89' (Free Discharge)
2=Exfiltration (EAltration Controls 0.16 cfs)
Primary OutFlow PA3x=0.00 cfs @ 0.00 hrs HW=28.65' (Free Discharge)
t-1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

P-1224 EOD Post-Dev Bioretention 61 Rational Rainfall Duration=5 min, tnten=5.94 in/hr
1
Hydrograph for Pond 2P: Bioretention Basin#1
'
Time
Inflow
Storage
Elevation
Outflow
Discarded
Primary
(hours)
(cfs)
(acre-feet)
(feetl -
(cfs)
(cfs)
"
_ (cfs)
-
0.00
0.00
0,000
M69
0,00
0100
0,00
1.00
0,00
0.001
2&68
0.15
0.15
0.00
2.0.3
0.DO
O.ODO
28.d5
0.00
0.00
0.00
3.00
0.00
0.ON
28.d5
0.00
0.00
0.00
4.00
0.00
O.ODO
28.85
0.00
0.00
0.00
5.00
O.OD
0,000
28.65
0.00
0.00
0.00
&W
O.OD
O.ODO
28.55
DAM
0.00
0.00
7.00
O.OD
1) ODD
28.55
0.00
0.00
OLD
8.DO
0.00
O.ODO
28.e5
DAM
0.00
0,00
9.DO
0.00
[).ODD
28.65
0.00
0.00
IN
10.OD
0.00
MOD
28.65
0.00
0.00
0.00
11.OD
0.00
0.000
28.135
0.01)
0.00
0.00
12.00
0.00
O,ODO
2845
0.00
0.00
0.00
'
13.D0
O.DD
0,000
28.65
0.00
0.00
0.00
14.00
0.00
0,600
28.85
0.00
0.00
0.00
15.00
0.01)
O.ODO
28.d5
0.00
0.00
0.00
MOO
0.00
0.000
28.d5
0.00
O.OD
0.00
17.00
0.0D
D.ODO
28.e5
0.00
O.OD
0.00
'
18.DO
0.0G
0.000
28,C5
0.00
0.06
0.00
19.00
0.00
O,OGO
28,85
0.00
O.OD
0.00
20.00
O.OD
O.ODO
28.e•5
0.00
0.00
0.00
21.00
OLD
O.ODO
28.C5
0.00
0.00
0.00
' 22.00 0.00 0.000 28.e5 0.00 0,DO 0.00
23.00 0.00 DAM 28.e5 0.00 0.00 0.00
24.00 0.00 0.000 28.C5 0.00 0.00 0.00

STORMWATER MANAGEMENT CALCULATIONS
P-1224 P:O[] BUILDING FC292 ADDITION
MC13 CXMP LF,.IFIII I ISON %I[I NC
RATIONAL METHOD:
DESIGN STORM: 1-yr, 24-hr frequency storm
References:
Rainfall intensity - taken from NOAA Precipitation Intensity Estimates (Sneads Ferry, NC was used) for the 1-yr, 24•hr storm
BIORETENTION BASIN B2 - PRE -DEVELOPED 2.149 Acres 93,618 si
PRE -DEVELOPED SITE IMPERVIOUS AREA
Project Site is Undeveloped
Total Impervious Area 0.000 Acres 0 sf
DRAIN.
DESIGNATION AREA
(sq. ft.)
DRAIN. RUN-OFF
AREA COEFF.
(ac)
'Tc
TIME
(hr)
RAIN
FALL
(in. I hrj
RUNOFF
cfs
PRE -DEVELOPED
93.618
2,149
0,15
15.00
3.95
1.27
Value of Runoff Coefficient
"C" for Rational Formula
C
WOODLANDS
0.15
GRASSED, Good Condition
0.15
ASPHALT =
0,95
BUILDING =
0.95
CONCRETE =
0.95
Post I Allowable Discharge
DESIGNATION BUILDING ASPHALT WOODLANDS CONCRETE GRASS AREA WT. "C"
S.q. f.t. S.q. f.t. S.q. f.t. ll f.t. S.q. f.t. acres
PRE -DEVELOPED
0
0 93,618
I
0
0 2.149 0.15

1
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1
1
1
1
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i
STORMWATER MANAGEMENT CALCULATIONS
P-1224 EOD ADDITION TO BUILDING FC292
MCB CAMP LEJEUNE, JACKSONVILLE, NC
BIORETEN'TION AREA NO. B-2
Impervious Area -New LOD Addition
Building
Concrete Pavement
Sidewalks
Total
3,944 sf 0.091 Acres
57,221 sf 1.314 Acres
88 sf 0.002 Acres
61,253 sf 1.406 Acres
DEVELOPMENT
AREA .C,#
TYPE
ACRES FACTOR C x Area
IMPERVIOUS (Ai)
1.406 0.95 58,190
PERVIOUS
0.743 0.15 4,855
TOTAL (A)
2.149 0.67 63,045
BIORETENTION AREA SIZE
PERCENT IMPERVIOUS ( I )
1=Ai/A=0.768/ 1.214
VOLUMETRIC RUNOFF COEFFICIENT
(Rv)
Rv=0.05+0.009 x 1
Rv = 0.05 + (0.009 x 65.43%) —
DESIGN RAINFALL (P)=
1.5 INCH
WATER QUALITY VOLUME
(WQv)
WQv = [ (P) (Rv) (A) ] 112
WQv = [ (1.5) (0.6389) (2.149) 1 / 12 =
WQv = 43,560 SF/AC-FT x 0.0627 =
65.43%
0,6389 IN/IN
0.1716 AC -FT
7,476 CF
L

0
1
STORMWATER MANAGEMENT CALCULATIONS
P-1224 I:OD ADDITION TO 13UILDING FC292
MCB CAMP LEJEUNE, JACKSONVILLE, NC
' SURFACE AREA OF BIORETENTION BASIN REQUIRED (TO HOLD ENTIRE 1-1/2" FIRST FLUS1-1)
PONDED DEPTH ( D)= 9 INCHES
A = WQv / D = 9,968 SF
PONDING DEPTH BASIN SIZE
Elev
Elev
Area
Area
Inc. Vol
Accum
(m)
(110
(m)
(so
(cf)
Vol (CO
8.65
28.38
906
9,753
0
0
8.69
28.50
924
9,942
1,103
1,163
8.73
28.63
942
10,132
1,317
2,480
8.76
28.75
959
10,322
1,241
3,722
8.80
28.88
977
10,514
1,333
5,055
'
8.84
29.00
995
10,706
1,288
6,343
8.88
29.13
1,013
10,900
1,382
7,725
'
CHECK BIORETGI\TION AREA
SIZE
DESCRIPTION
REQ'D
PROVIDED
t
SURFACE AREA
9,968
SF
10,322
SF
"Average"
PONDED VOLUME
7,476
CF
7,725
CF
I
F
4

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P-1224 EOD Post-Dev Bioretention B2 Rational Rainfall Duration=5 min, inten=5.94 in/hr
Summary for Subcatchment 1 S: B2
Runoff 8.32 cis @ 0.08 hrs, Volume= 0.059 af, Depth= 0.33"
Runoff by national method, RiselFaH=1.011.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Rainfall Duration=5 min, Inten=5.94 inlhr
Area (ac) C Description
1.406 0.95 Paved parking & roofs
0.743 0,15 50-75% Gross cover, Fair, HSG A
2.149 0,67 Weighted Average
2.149 Pervious Area
Tc Length Slope Velocity Capacity Description
_(min) (feet) (fttft) (ftlsec) (cfs)
5.0 Direct Entry, Estimated
Subcatchment 1S: 62
Hy*WVh
1 I 1 I I 1 f 1 I I I i I I I I I I I� 1 -1 I 0 rl-,pprt
8-32 cfs
I 41 all
I , I I 1 I 1 1 I I 1 I I I I I , •j I 1 1
I 1 I I 1 t I I I I l 1 I 1 I I
I
' I I 1 1 I i I I ! I 1 I 1 1 I ,r]tY L7F �•���-
--r-�---r-i--r-T--r--r--i^--i^-T--r-r-^r--r--1-
-I I 1 1 I I I I i 1 I I 1 lTf I I
- �-y`-�--,--�--r--r--I - 1--ti--*--t--§Unoff VOIUM�e-rU.�59 of
I
' -1 f I I I I I I I 1 I I I
1 i I I I I I I 1 I I 1 I I I I I I I I I I
- r-�--y^-y--+--r--I,--r-1--1--+-^*--*--r'�Q11Ciffi{]� �f1iYD.33��
LL s. I I I I I
= I I I I 1 1 I 1 I I 1 t I I I I 1 1 l I •1 1 '��
I I I 1 1 I I 1 I I 1 k I I 1 I I I I I 1
1 I 1 1 I 1 I I 1 I I i I I 1 I I 1 1 I I I 1
1 1 I 1 I I I I 1 I I I I I f 1 I I 1 I I I
1 1 I I 1 I I I I 1 k I I ( I I I I I I f I I I
1 1 I 1 I I I I 1 ! I I k I I I I 1 I 1 1 I
1 9 13 11 U 13 1c
Time (he11RI
1

1
P-1224 EOD Post-Dev Bioretention B2 Rational Rainfall Duration=5 min, Infen=5.94 irtlhr
Time
(hours!
O.DO
Runoff
{cfs}
0.00
Time
{hours)
Hydrograph
Runoff
{cfsj
for Subcatchment 1S: B2
Tune Runafi
i_hours) (cfsl
12.09 0.00
0.DO MO
0.20
0.00
9.20
0.00
12.20
0.00
0.40
0.0D
9.40
0.00
18.4D
0.00
O'M
0.00
MID
0.00
MOO
0.00
O.QO
0,00
9.20
0.00
16.80
0.00
1.00
0AO
10.00
0.00
19.00
0.00
1.20
0.00
1D.20
0.00
1920
(.DO
1.40
0.00
10.40
0.00
19.40
0.00
1.2A
0.00
loto
0.00
19.60
0.00
1.20
0.00
10.80
0.00
19.60
0.00
2.00
0.01)
11.00
0.00
20.00
0.00
2.20
0.00
11.20
0.00
20.20
0.00
2.40
O.OD
1 i A0
0.00
20.40
O.DO
'
2.eO
0.0D
i 1.60
0.00
20.69
0.00
2.EO
0.00
11.80
0.110
20.60
0.00
3.D0
0.00
12.DD
0.00
21.00
0.00
3.20
O.OD
12.20
0.00
21.20
0.00
3.40
0.00
12.40
0.00
21.4D
0.00
3.50
0.00
12.M
0.00
21,00
0.00
3.80
0.00
12.80
0.00
21.60
0.00
4.00
0.00
13.00
0.00
22.00
0.00
4.20
0.00
13.20
0.00
22.20
0.00
4.40
0.00
2,40
0.00
22.40
0.00
4.CID
0.0D
13.60
0.00
22.60
0.00
4.60
0.00
13,BD
0.00
22.80
0.00
5.D0
0.06
14.00
0.00
22.00
0.00
5.20
0.00
14.20
0.00
23.20
0.00
5.40
5.60
0.00
0.00
14.40
14.eO
0.00
0.00
23.40
23.60
0.00
0.00
5.20
0.00
14.80
0.00
23.6D
0.00
8.00
0.00
15.DD
0.00
24.00
0.00
6.20
0.00
15.20
0.00
8.40
0.00
15.40
0.00
6.fo
D.00
15M
0.00
0.80
O.OD
15.60
0.00
7.00
O.00
16.00
0.00
7.20
6.00
16.20
0.00
7.41)
0.00
10.40
0.00
7 ' M
0.00
16.60
0.00
'
M 7
O.OD
10.80
0.00
O.D0
0.00
17.00
0.00
6.20
0.00
17.20
0.00
8.40
0.00
17.40
0.00
8.80
0.00
17.e0
0.00
'
8.80
0.00
17.80
0.00
n
I
11

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P-1224 EOD Post -Deg Bioretention B2 Rational Rainfall Duration=5 min, lnten=5.94 inlhr
Summary for Pond 2P: Bioretention Basin 2
Inflow Area = 2.149 ac, 0.00% Impervious, Inflow Depth = 0.3Y
Inflow - 8.32 cts @ 0.08 hrs, Volume= 0.059 of
Outdlmw = 0.52 cfs @ 0.16 hrs, Volume= 0.059 af, Atten= 94%, Lag= 4.8 min
Discarded = 0.52 cfs @ 0.16 hrs, Volume= 0.059 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Star -Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak EIev= 28.61' @ 0.16 hrs Surf.Area= 0.232 ac Storage= D.053 of
Plug -Flow detention time= 38.2 min calculated for 0.059 at (100% of inflow)
Center -of -Mass del. time= 38.2 nun ( 43.2 - 5.0 )
Volume Invert Avyil.Storage Storage Description
#1 26.38' 0.176 of Custom Stage Data (Pyramidal) Listed below (Recatc)
Elevation
Surt.Area
Inc.Store
Cum.Store
'Net.Area
(feet)
(acres_
_ (acre-feet
(acre-feet)
(acres)
26.38
13.124
0.000
0.000
0.224
28.50
0.228
0.027
0.027
0.228
28.63
0.233
0.030
0.057
0.233
28.75
0.237
0.028
0.085
0.237
28.88
0.241
0.031
0.116
0.242
29.00
0.246
0.029
0.146
0.247
29.13
0.250
0.032
0.178
0.251
Device Routing Invert Outlet Devices
if 1 Primary 29.13' 210.0' long x 3.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50
Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68
2.72 2.81 2.92 2.97 3.07 3.32
#2 Discarded 28.38' 2.200 inlhr Infiltration over Wetted area
Discarded OutFlow Max=0.52 cfs [d 0.16 hrs H'N=26.61' (Free Discharge)
L2=Infiltration (Extiltration Controls 0.52 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=26.38' (Free Discharge)
L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

u
P-1224 EOD Post-Dev Bioretention 62 Rational Rainfall Duration=5 min, lnten=5.94 in/hr
Hydrograph for Pond 2P: Bioretention Basin 2
'
Time
Inflow
Storage Elevation Ou:flox Discarded Primary
(hours}
cfs)
acre-feet) ifeet} cfs feis (cfs
0.f'r0
0.00
0.000 28.38 0.00 0.00 0.00
9.D3
0.00
0.0i8 28.46 0.50 0.50 0.110
2.00
0.00
0.0DO
28.28
0.00
0.00
0.00
'
3.DO
0.00
0.0DO
28.2.9
0.00
D.00
0,00
4.00
0.00
DAM
28.38
0.00
D.OD
0.00
5.DO
0.00
0.009
28.39
0.00
0.0D
0.00
6.DO
0.00
O.00O
28,38
0.00
0.00
0.00
7.D•O
0.00
DODO
28.38
0.00
O.OD
3.00
9.00
0.00
O.ODO
28.38
0.00
O.00
0.00
a.00
0.00
O.ODO
28.28
0.00
0.00
0.00
10.00
0.00
0.000
28.29
0.00
0.00
0.00
II.00
0.00
O.ODO
28.29
0.00
0.00
0.00
12.00
0.00
O.ODD
28.29
0.00
0.00
0.00
'
13.D0
0.00
0.000
28.29
0.00
0.00
0.00
14.00
0.00
OAOO
28.29
0.00
0.00
0.00
15.00
O.OD
0.000
28.2E
0.00
0.00
0.00
MOO
O.OD
0.000
28.2-5
0.00
0.00
0.00
17.00
O.OD
D.000
28.38
O.OD
0.00
0.00
IS.DD
O.OD
DODO
28.39
0.00
0.00
0,00
IB.DO
O.OD
D.ODO
28.3E
O.OD
O.OD
O.00
20.00
0.00
O.ODO
28.29
0.00
0.00
OM
21.00
0.00
0.000
28.29
0.00
0.00
O,OD
'
22.00
23.DO
0.00
O.OD
0.000
D.000
28.23
28.35
0.00
0.00
0.00
0.00
0.00
0.00
24.DO
0.00
0.000
28.2-8
0.00
0.00
0.00
I

STORMWATER MANAGEMENT CALCULATIONS
1'-1224 EOD BUILDING FC292 ADDITION
11CIt CAMP LEJEUNE, JACKSONVILLE, NC
RATIONAL METHOD:
DESIGN STORM: 1-yr, 24-hr frequency storm
References:
Rainfall intensity - taken from NOAA Precipitation Intensity Estimates (Sneads Ferry, NC was used) for the 1-yr. 24-hr storm
BIORETENTION BASIN B3 -(PRE-DEVELOPED 0.918 Acres 39,988 sf
PRE -DEVELOPED SITE IMPERVIOUS AREA
Project Site is Undeveloped
Total Impervious Area 0.000 Acres 0 sf
DRAIN.
DESIGNATION AREA
(sq. ft.)
DRAIN, RUN-OFF
AREA COEFF.
(ac)
'Tc
TIME
(hr)
RAIN
FALL
in. I hr)
RUNOFF
"0"
cfs
I
PRE -DEVELOPED 39,988
0.918 0.15
15.00
3.95
0.54
Value of Runoff Coefficient
"C" for Rational Formula
'
C
WOODLANDS
0.15
GRASSED, Good Condition
0.15
ASPHALT =
0.95
BUILDING =
0.95
CONCRETE =
0.95
Post Dev. Allowable Discharge
DESIGNATION BUILDING ASPHALT WOODLANDS CONCRETE GRASS AREA WT. "C"
s.q. f.t. S.q. f.t. S.q. A. f.t. S.q. Lt. acres
PRE-DEVELOPEDp 1 39,988
I
�s.q..
�
0 0.918
0.15

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1
1
1
1
1
1
STORMWATER MANAGEMENT CALCULATIONS
P-1224 EOD ADDITION TO BUILDING FC292
MCB CAMP LEJEUNE, JACKSONVILLE, NC
RIORETENTION AREA NO. 13-3
Impervious Area -New EOD Addition
Building 3,944 sf 0.091 Acres
Concrete Pavement 1,586 sf 0.036 Acres
Sidewalks 298 sf 0,007 Acres
Tot I
5,929 sf 0.134 Acres
DEVELOPMENT AREA
tlCl
TYPE ACRES
FACTOR C x Area
IMPERVIOUS (Ai) 0.134
0.95 5,537
PERVIOUS 0.784
0,15 5,123
TOTAL (A) 0.919 0.27 10,659
BIORETENTION AREA SIZE
PERCENT IMPERVIOUS ( I )
I = Ai/A = 0.769 / 1.214
VOLUMETRIC RUNOFF COEFFICIENT (Rv)
Rv=0.05+0.009 x I
Rv = 0.05 + (0.009 x 14.58%)
DESIGN RAINFALL (P)= 1.5 INCH
WATER QUALITY VOLUME (WQv)
WQv = [ (P) (Rv) (A) j 1 l2
WQv =I(1.5)(0.1812)(0.918)12=
WQv = 43,560 SF/AC-FT.x 0,0208 =
5
14.58%
0,1912 IN/IN
0.0208 AC -FT
906 CF

STORMWATER MANAGEMENT CALCULATIONS
P-1224 EOD ADDITION TO BUILDING FC292
MCB CAMP LEJEUNE, JACKSONVILLE, NC
SURFACE AREA OF BIORETENTION BASIN REQUIRED (TO HOLD ENTIRE 1-1/2" FIRST I'LUSFI)
PONDIrD DEPTH (D) = 12 INCHES
A = WQv / D = 906 SF
PONDING DEPTH BASIN SIZE
Elev
Elev
Area
Area
Inc. Vol
ACCUm
(m)
(ft)
(m)
(sl)
(cf)
Vol (cf)
8.38
27.49
82
882
0
0
8.43
27.66
88
947
150
150
8.48
27.82
95
1,022
162
312
8,53
27.99
102
1,098
174
495
8.58
28.15
109
1,173
186
672
8,63
28,31
116
1,248
199
870
8.68
28,48
124
1,334
212
1,082
CHECK BIORETEN7'lON AREA SIZE
DESCRIPTION
REQ-D
PROVIDED
SURFACE AREA 906
SF
1,098
SF
"Average"
PONDER VOLUME 906
CF
11082
CF

1
1
P-1224 EQD Post-Dev Bioretention B3 Rainfall Duration=5 min, Inten=5.94 in/hr
Summary for Subcatchment 1 S: B3
Runoff - 1,43 cfs Q 0,08 hrs, Volume= 0.010 af, Depth= 0.13"
Runoff by Rational method, RiselFall=1.011.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Rainfall Duration=5 min, Inten=5.94 infir
Area (ac) C Description
0,134 0.95 Paved parking & roofs
0.784 0.15 50-7S% Grass cover. Fair, HSG A
0.918 0.27 Weighted Average
0.918 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftffl) (fusee) (cfs)
5.0 Direct Entry, Estimated
Subcatchment 1S: B3
Hydrograph
I I
i I
J1,43fg
1 I I I I I I 1 I 1 I 1 I I
I t I F
I I I !
I 1 I 1
I k I 1 I 1 1 I I 1 ! I I „1 1 I
I 1 I 1 I 1 I 1 I I I I dur,,Ao6=t min,
I 1 I 1 I 1 I 1 I I 1 I 1�
I I I I
_-L..J-_J__J_-L-L-_l--_V_J�-J-..1-..L..,L--L-..4._J_e-��..1..-1-_L_d�
� � I
I I I I I , I I I I I I I tin=5 �4 I�Ih'r
•..l.-J-.
� I � � � F E "� A r �
I
1 I � I l"= r• 1 r
�uI noIff1VpIlurne�1 I I0.�1� �If ;
I 1
RUndff;DI�pth-I OJ13e'
Ic-5., i V mi�
I 1 I
I 1 I
I I I I I 1 1 I 1 I I ! I 1 1 I 1
1 I I 1 I 1 1 I 1 I 1 1 I I I l I I
0 1 3 A 5 6 7 B 9 13 11 12 13 14 15 16 17 19 19 23 21 .2 23 24
Th11e (hourit
GE

1
'I
I
11
P-1224 EOD Post -Deg Bioretention B3 Rainfall Duraficn=5 min, inters=5.94 in/hr
Time Runoff
(hours) (ofs)
0.DO 0.00
0.20 0.00
0.40 0.00
MID 0.00
0.80 0.00
1.DO O.OD
1.20 O.OD
1.40 0.00
1.eA D.OD
1.80 0.00
2.DO 0,00
2.20 0.00
2.40 0.00
2.60 0.00
IN 0.00
3.00 0.06
3.20 D.00
3.40 O.OD
IN O.OD
320 O.OD
4.DO O.OD
4.20 0.00
4.40 0.00
4.n 0.00
4.e0 0.00
5.00 O.OD
5.20 0.00
5.40 O.OD
5.60 D-OD
5.eO 0.00
6.DO O.OD
0.20 O.OD
6.40 0.00
6.60 0.00
6.eO 0.00
7.00 0.00
7.20 0.00
7.40 O.OD
7.60 0.00
7.eO O.OD
B.DO 0.00
8.20 0.00
8.40 0.00
B.eA 0.00
8.80 D.00
Hydrogral
Time
Runoff
(hours)
(cfs}
9.00
0.00
9.20
0.00
9.40
0.00
9.er3
0.00
9.80
0.00
10.00
0.00
10.20
O.00
1 D.40
0.00
10.ea
0.00
10.&D
0.00
11.DO
0.00
11.20
0.00
11.40
0.00
i1.V3
0.00
MeO
0.00
12.00
0.00
12.20
0.00
12.40
0.00
12.6D
0.00
12.eO
0.00
13.a3
0.00
13.20
0.00
13.40
0.00
13.e,O
0.00
13.eO
O.00
14.DO
0.00
14.20
0.00
14.40
0.00
14.60
0.00
74,80
0.00
15.DO
0.00
15.20
0.00
15.40
0.00
15M
0.00
15.80
0.00
16.D0
0.00
3a.20
0.00
10.40
0.00
18.60
0.00
15.80
0.00
17.a0
0.00
17.20
0.00
17.40
0.00
17.e10
0.00
17.80
0.00
)h for Subcatchment IS: 93
Time
Runoff
(hours)
(cfsi
16,00-
0.00
16.20
0.00
18.4D
0.00
1e.60
0.00
18.80
0.00
19.00
0.00
19.20
0.00
19.40
0.00
19.60
0.00
19.80
0.00
20.00
0.0.3
20.20
0.03
20.4D
0.110
20.BD
0.00
20.60
OAO
21.00
O.00
21.2D
0.00
21.40
0.00
21.00
0.00
21.60
0.00
22.00
0.00
22.20
0.00
22.40
0.00
22.60
0.00
22.50
0.0+0
2?.OD
0.00
23.2D
0.00
23.40
0.00
23.60
0.00
22.60
0.00
24.00
0.00
11

P-1224 EOD Post-Dev Bioretention 83 Rainfall duration=5 min, inten=5.94 in/hr
Summary for Pond 2P: Bioretention Basin 3
Inflow Area = 0.918 ac, 0.00% Impervious, Inflow Depth = 0.13'
Inflow - 1.43 cfs @ 0.08 hrs, Volume= 0.010 of
outflow = 0.07 cfs @ 0.16 hrs, Volume= 0.010 af, Atten= 95%, Lag= 4.9 min
Discarded T 0.07 cfs @ 0.16 hrs, Volume= 0,010 of
Primary - 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 27.91' @ 0.16 hrs Surt.Area= 0.024 ac Storage= 0.009 of
Plug -Flow detention time= 49.5 min calculated for 0.010 of (100% of inflow)
Center -of -Mass det. time= 49.5 nun ( 54.5 - 5.0 )
Volume Invert Avoil.Storage Storage Description
#1 27.49' 0.025 of Custom Stage Data (Pyramidal) listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store 114et.Area
feet! acres acre-feet (acre-feet) (acres
27.49 0.020 0,000 0.000 0.020
27.66 0.022 0.004 0.004 0.022
27.82 0.023 0.004 0.007 0.023
27.99 0.025 0.004 0.011 0.025
28.15 0.027 0.404 0.015 0.027
28.31 0.029 0.004 0.020 0,029
28.48 0,031 0.005 0.025 0,031
Device Routing Invert Outlet Devices
#1 Primary 28.50' 66.0' tong x 3.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1,40 1.60 1.80 2.00
2.50 3,00 3.50 4.00 4.50
Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68
2.72 2.81 2.92 2.97 3.07 3.32
#2 Discarded 27.49' 3.000 infhr Infiltration over Wetted area
Qiscarded OutFlow Max=0.07 cfs @ 0.16 hrs hPA'=27.91' (Free Discharge)
2=11nfiltration (Exflltration Controls 0.07 cfs)
Primary OutFlow Max=D.00 cfs @ 0.00 hrs HW=27.49' (Free Discharge)
L-1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

P-1224 EOD Post-Dev Bioretention B3 Rainfall Duration=5 ruin, lnten=5.94 iNhr
Hydrograph for Pond 2P; Bioretention Basin 3
Time
Inflow
Storage
Elevation
Guiflow
Discarded
Primary
(hours)
_(cfs)_
(acre-feet)
ffeel)
(cfs)
fcfs)
(cfs)
0.00
0.00
0.000
27.49
0.00
0.00
0.00
1.00
0.00
0.005
27.70
0.07
0.07
0.00
2.D0
0.00
0.00
27.49
0.00
0.00
0.00
3.D0
0.00
0.000
27.49
0.00
0.00
0.00
4.00
0.00
0,000
2749
O.D0
0.00
0.00
5.00
0.00
0.000
27.49
0.00
0.00
D.00
0.00
0,00
0,000
27.49
0.00
0.00
0.00
7.00
0.00
MOO
27 4a
0.00
0.00
0.00
9.00
OM
0,000
27.49
0.00
OM
0.00
9.00
0.00
0.000
27.49
0.00
0.00
0.00
10.D0
0.0D
0.000
27.49
0.00
0.00
0.00
i 1.00
0.OD
0.D00
27.49
0.00
0.00
0.00
12.D0
0.0D
().ODD
27.4?
0.00
D.DD
0.00
13.00
0.0D
O,ODO
27.49
0.00
0,00
D.00
14.00
0.0D
0,OD0
27.49
0.00
0.00
0.00
15.DO
O.D0
0.0DO
2749
0.00
0.00
0.00
18.00
0.00
0.000
27.49
0.00
0.00
0.00
17.00
0.00
0.OD0
27.49
0.00
0.00
0.00
15.D0
0.00
D.000
27.49
0.00
0.00
0.00
1a.00
O.OD
0.000
27.4a
0.00
0,00
0.00
20.00
0.00
0 DO
27.4a
0.00
0.00
0.00
21.DD
0.00
0.000
27.49
0.00
0.00
0.00
22.D0
0.00
O.ODO
27.49
0.00
0.00
0.00
23.DO
0.00
0.000
27.49
0.00
0.00
0.00
24.00
0.00
O,ODO
27,49
0.00
0.00
0.00

A TF9QG
o �
July 17, 2008
Carl Baker, Deputy Public Works Officer
MCB Camp Lejeune
1005 Michael Road
Camp Lejeune, NC 28542
Michael F. Easley, Governor
William G. Ross Jr„ Secretary
North Carolina Department of Environment and Natural Resources
Subject: Request for Additional Information
Stormwater Project No. SW8 080508
P-1224 EOD Building FC292 Addition
Onslow County
Dear Mr. Baker:
Coleen H, Sullins, Director
Division of Water Quality
The Wilmington Regional Office received a State Stormwater Permit Application for P-
1224 EOD Building FC292 Addition on May 7, 2008, A preliminary review of that
information has determined that the application is not complete. The following information
is needed to continue the stormwater review:
1. Please either delineate all wetlands on site, disturbed or undisturbed, or note on
the plans that none exist. Please provide a copy of the signed wetlands
delineation map.
2. Please show units on the plans that are consistent with the supplement
materials to ensure consistency between the calculation, application, and
plans.
3. The Seasonal High Water Table (SHWT) values that were provided on the
supplement were not consistent with what was provided in the soils report.
Please correct and/or provide clarification.
4. Bioretention devices require 2 feet of separation between the SHWT and the
bottom of the device. At least one foot of this separation needs to be native
soils, while the other foot may be provided by fill.
5. Please ensure that the legend covers all details trying to be shown on the plans.
There are some areas where varying shadings and abbreviations have been
used to depict something on the plans that is not being conveyed because
the shadings are neither shown in the legend nor labeled.
6. Please note that a revision to one number may have a domino effect on other
numbers, which may require revision of the applications, calculations,
supplements, plans, details, and associated documentation. Please verify all
numbers are correct to ensure consistency in the application documents.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to August 15,
2008, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
127 Cardinaf Drive Extension, Wilmington, North Carolina 28405-3845 One
Phone: [phone] Fax: [phone] / Internet: h2o.enr,state nc.us NorthCarolina
An Equal Opportunity/A.firmative Action Employer - 50% Recycled110% Post Consumer Paper ;Vattirally

Commanding Officer MCB Camp Lejeune
July 17, 2008
Stormwater Application No. SW8.080508
If you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. The request must indicate the date by which you expect to submit the
required information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not.
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone] or email me at [e-mail].
Sincerely,
Aisha H. Lau
Environmental Engineer
ENBlahl: S:1WQSISTORMWATERIADDINF0120081080508jul.08
CC: Mr. Jason Frick, P.E., NAVFAC MidAtlantic
Wilmingto_ n-Regional"Office
Page 2 of 2

�I
Naval Facilities Engineering Command
NAVFAC M1D•ATUNT1C
Transmittal;HE
DATE: 23 April 2008
To: NCDENR-Division of Water Quality
Wilmington Regional Office J'� )
127 Cardinal Drive Extension ter
Wilmington, NC 28405 qI
Phone: [phone]
From: Naval Facilities Engineering Command - Mid -Atlantic
Marine Corps North Carolina IPT
Jason Frick [phone]
RE: P-1224
EOD Building FC292 Addition
Stormwuter Management Permit Application
150 d
D
SC
Copies
Date
Description
3
4/2/2008
1 Original and 2 copies of Permit Application
I
1 Permit Application Fee Check in the amount of $505.00
Remarks:
anon Fnc P.E.
Distribution:
NAVFAC - Tara Clark

0t�04, WAr�RpG
i.JWI h
Q Y
Project Name• _P /Z L `l-
Project No S/����y_ County:0/�.SLO��i�� .�
The Wilmington Regional Office of the bivision of Water Quality received
your Stormwater Permit Application A $505 fee on -5' " 7
Your project will be reviewed within 75 days of receipt A you will be notified
if additional information is needed. Please be advised that the construction
of built -upon area may not commence until the Stormwater Permit is issued.
If you have any questions, please contact any member of the Stormwater
review staff in the Wilmington Regional Office at [phone].
Jo Casmer ,
Administrative Assistant
dill
,., I����� I ° t�� 1,1.E :Itaw 000
102,685,770
7-7
�*az SNK VNKCO 6AJ DEFENSE FINANCE
AND ACCOUNTING SERVICE
00250-00250 CLEV£LAND CENTER
07954631
Pay. to.
'che'order'ot NCDENR DIVISIONOF HATER QUALI
NAVFar ATLANTIC, CODE FM112
Check No.
8522-07954631
FEB 21,2008
6506 HAMPTON BLVD $*****505*00
NORFOLK VA 23508-1278
VOID AFTER ONE YEAR
MAN/,- I ' 1C NORFOLK
N6247008LTAOOI
I-

STORMWATER MANAGEMENT PERMIT
APPLICATION DOCUMENTS
FOR
P-1224 EOD BUILDING FC292 ADDITION
MCB CAMP LEJEUNE
JACKSONVILLE, NC
OWNER:
COMMANDING OFFICER
MARINE CORPS BASE CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
PREPARED BY:
AN
\I wvmc
Naval Facilities Engineering Command
NAVFAC MID -ATLANTIC
May 7, 2008
NAVAL FACILITIES ENGINEERING COMMAND MID -ATLANTIC
Marine Corps North Carolina IPT
6506 Hampton Blvd.
Norfolk, VA 23508-1278

P-1224 EOD BUILDING FC292 ADDITION
MCB Camp Lejeune
Jacksonville, North Carolina
TABLE OF CONTENTS
Section Title
Section A Stormwater Management Permit Application Form & Bioretention Supplemental
Sheet
Section B Project Narrative
Section C Calculations
Section D ' Maps
Section E Department of Defense Exemption Letter from the NC Board of Registration for
Professional Engineers and Land Surveyors
Section F Project Construction Plans
Section G Project Construction Specifications
Section H Soils Report

EOD Building FC292 Addition
MCB Camp Lejeune
Jacksonville, North Carolina
Section A: STORMWATER MANAGEMENT APPLICATION

EOD Building FC292 Addition
MCB Camp Lejeune
Jacksonville, North Carolina
Section B: PROJECT NARRATIVE
PROJECT DESCRIPTION
This project consists of the construction of an addition to the existing Building FC292
Operations Facility Complex for the Explosive Ordnance Disposal Team at Marine Corps Base
Camp Lejeune. The new Operations Facility will be a 7,888-sf (732 m2) free-standing, one-
story brick on slab structure. The project will also consist of a 58,807-sf (5463 m2) concrete
paved tactical vehicle parking lot and a 12,176-sf (l 131 m2) POV bituminous concrete paved
parking lot.
SITE DESCRIPTION
The site for the new EOD Facility is located on the north side of McHugh Boulevard
approximately 1,000 feet west of the intersection with Sneads Ferry Road in the French Creek
area of Camp Lejeune. Building FC5 I, an Electronics and Communications Maintenance
facility is located immediately to the east of the EOD site, facing Sneads Ferry Road. The
existing EOD Building is located just south of the new EOD Addition site.
EXISTING SITE DRAINAGE
The stream classification of the outfall is SC; NSW as determined from the state stream
classification database. The soil at the site is Baymeade fine sand (BaB) according to USDA
Soil Survey ofOnslow County. This a well -drained sandy soil characterized by rapid infiltration
and slow runoff. The hydrologic soil group is group "A". Soil borings performed at the site
indicated the soil has a Unified Soil Classification System (USCS) classification of(SP-SM, SM,
SP). Test borings typically encountered intermittent layers of very loose to dense slightly silty,
silty and clean sands. Groundwater was not encountered in the borings to the depths drilled, ten
(10) feet. Due to the high sand content of the subsoil, the infiltration/permeability capability of
these soils is high. The infiltration rates ranges from 2.2 to 4.2 inches per hour. The seasonal
high water table was estimated to average around 60 inches below existing grade. The existing
EOD building was designed and constructed in 2006 with bioretention as the BMP selection and
the SHWT found to be around the 22.7 (6.91 m) elevation which was investigated and approved
by NCDENR, please see attached Site Soils Investigation form from that project. 'Phis project
has chosen bioretention as the selected BMP because of the in -situ soil characteristics and the
success of the existing bioretention basins currently in use on site.
POST DEVELOPMENT DRAINAGE

EOD Building FC292 Addition
MCB Camp Lejeune
Jacksonville, North Carolina
Runoff from the new development will be controlled through overland flow over sodded grassed
areas, grass lined swales and bioretention areas to treat the first 1-1/2 inch of runoff from the
developed areas. The runoff will be directed to sheet flow directly to proposed bioretention
basins through a vegetative filter or will flow towards new vegetated swales and allowed to flow
into the proposed grassed bioretention basins. Piping is only provided under the new gravel
access drive crossing. The proposed bioretention basins are designed to hold the I-yr, 24-hr
storm to 0.0 efs overflow. The overflow of high flows will spill over bioretention basin and
sheet flow through newly sodded areas into the existing woodlands.
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES
Temporary Gravel Construction Entrance/Exit: A temporary gravel construction
entrance will be installed off of the existing access road leading to the new building
construction location. (NCSCC ESCM Std. 6.06).
Land Grading: Grading will be required on approximately 2.10 acres. The building,
parking lot, and access road will be located on the higher fill areas. All cut and fill slopes
will be 3:1 or flatter to avoid instability due to wetness. (NCSCC ESCM Std. 6.02).
3. Temporary Silt Fence. Provided around the site to prevent debris and sediment from
migrating to downstream drainage courses (NCSCC ESCM Std. 6.62),
4. Rock Check Dams: Provided at entrances to pipe culverts in ditches and swales to
reduce erosion by restricting velocity of flow (NCSCC ESCM Std. 6.83).
5. Sod: Provided in all new ditches and swales to maintain bank stability.
6. Outlet Stabilization Protection: Provided at new swale system outfall to prevent erosion
by reducing the velocity of flow and dissipating the energy (NCSCC ESCM Std. 6.41).
7. Temporary Seeding. See Specifications
CONSTRUCTION SCHEDULE
1. Obtain plan approval and other applicable permits.
2. Flag the limits of construction.
3. Install check dams in all existing ditches and swales as indicated.
4. Install temporary gravel construction entrance.
5. Install temporary silt fence around the site and around bioretention basins as indicated.
4

EOD Building FC292 Addition
MCB Camp Lejeune
Jacksonville, North Carolina
6. Rough grade site, stockpile topsoil, construct swales, culverts and storm drain system.
7. Finish slopes around building upon completion of rough grading. Leave slightly rough and
vegetate and mulch immediately.
8. Complete final grading for roadway, drives and stabilize with gravel.
9. Complete construction of new building and final grading for the building.
10. Complete final grading of the grounds, topsoil critical areas and permanently vegetate,
landscape and mulch.
11. After site is stabilized, remove all temporary measures and install permanent vegetation on
disturbed areas.
MAINTENANCE PLAN
1. All erosion and sediment control practices will be inspected weekly and within 24 hours of a
0.5-inch rainfall event. A rain gauge shall be installed to measure rain events. Needed
repairs will be made immediately to maintain all practices as designed.
2. Sediment will be removed from behind the sediment fence when it becomes about 0.5 ft deep
at the fence. The sediment fence will be repaired as necessary to maintain a barrier.
3. All disturbed areas will be sodded as permanent vegetation and temporary measures will be
seeded, fertilized, reseeded as necessary, and mulched according to the specifications in
Section 32 92 19 Seeding.
VEGETATIVE PLAN
See specification Section 32 92 19 Seeding and 32 92 23 Sodding
Prepar by:
Ja.Xl.
Civil tingincer
MCNC IPT
Na%al Facilities Engineering Command Mid -Atlantic
9742 Maryland Avenue
Norfolk, VA 2351 1
1111 [phone]
[e-mail]

EOD Building FC292 Addition
Section C: CALCULATIONS
DESIGN PARAMETERS
MCB Camp Lejeune
Jacksonville, North Carolina
The SCS method was used to calculate peak flows and the Simple method was used to
calculate the runoff storage volume. TR-55 was used to complete the time of concentration
values. An IDF chart for Sneads Ferry, NC was used and was obtained from the NOAA web site
with a I-yr, 24-hr storm of 3.68 inches.
See the following pages for the Sneads Ferry, NC IDF chart and for tabulated results of
the calculations. Refer to Section F for plans of the proposed drainage design.

RE: P,.1224 EOD Building FC292 Addition
Subject: RE: P-1224 EOD Building FC292 Addition
From: "Frick, Jason M C1V NAVFAC Lant" <[e-mail]>
Date: Tue, 6 May 2008 16:25:16 -0400
To: "Linda Lewis" <[e-mail]>
Linda,
Please find below my responses to your comments and please find attached
the revised calculations.
Responses:
1. This is a new separate project with three new proposed bioretention
basins.
2. I have completed one column for each BMP in Section III.9 and have
attached in the pdf.
3. The average surface area was used and reflected on the provided
calculations PDF.
4. The bioretention basins have been modeled and calculations provided.
5. SCS Method was used to provide Peak runoff rates, the 1-yr, 24-hr
storm of 3.68" was used (taken from NOAA data station = Sneads Ferry).
6., No infiltration request will be needed. The infiltration Site Visit
Request that was included in the application package was a document from
the original EOD design. It was included to show what the SHWT
elevation from the original EOD Building design was.
Please let me know if you have any other questions.
Jason Frick, P.E.
Civil Engineer
NAVFAC Mid -Atlantic
Marine Corps North Carolina IPT
Phone: [phone], Fax: [phone]
Email: jason.'[e-mail]
-----Original Message -----
From: Linda Lewis [ mailto: linda. lewis@ncmail. net]
Sent: Tuesday, April 29, 2008 12:55 PM
To: Frick, Jason M CIV NAVFAC Lant
Subject: P-1224 EOD Building FC292 Addition
Jason:
The Division of Water Quality received an incomplete stormwater permit
application for the subject project on April 26, 2008. A preliminary
review of the application was conducted and the following items need to
be addressed before the application can be accepted for review:
1. Is this a new separate project with 3 new proposed bioretention
basins, or is this a modification to SW8 050830, to add 1 new
bioretention basin to the previously permitted 2?
2. Please complete one column in Section IZI.9 of the application for
each BMP (previously permitted plus new, if the project is a
modification- or just proposed if the project is new.)
3. The required surface area should be provided at the "average"
elevation, not the top elevation.
4. I do not see any outlet or orifice calculations to draw down the
bioretention cells.
5. Why are you using 5.94 inches as the post development storm? In Phase
of 2 5/7/2008 8:25 AM

RE: P., 1224 EOD Building FC292 Addition
II counties, such as Onslow, both pre -development and post -development
runoff rates are calculated using the 1 year 24 hour storm, which is
probably closer to 3" or 3.5".
6. The application included an Infiltration Site Visit Request.
Generally, our Soils Scientist does NOT need to verify soils for
proposed bioretention basins. If, however, you see that you are
proposing infiltration basins, Vincent can meet with you on Monday, May
5th around 9-9:30 to verify the soils. Please let me know if you are
proposing infiltration so I can get this on Vincent's schedule. If they
are truly bioretention, then Vincent will not be meeting with you on
that Monday.
Linda
Content -Description: P1224 EOD Revised Calcs.pdf
P1224 EOD Revised Calcs.pdf Content -Type: application/octet-stream
Content -Encoding: base64
2 of 2 5/7/2008 8:25 AM

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
P-1224 EOD ADDITION
JACKSONVILLE, NORTH CAROLINA
PREPARED FOR:
MR WALTER MOORE, P.E.
R. KENNETH WEEKS ENGINEER, LLC
2733 TIDEWATER DRIVE
NORFOLK, VIRGINIA 23509
PREPARED BY:
i
LLP
CAROL
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILVOINGTON, NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO.: 2213938
f
WINSLQWBiGOINS. P.E.
•e AL r =
• 03371
.�y . N� ti • °��
� -1J q.;
NC LICEI 5E�NO. 33751
APRIL 233, 2008
0

TABLE OF CONTENTS 0
1.0 EXECUTIVE SUMMARY..................................................................................................................I
2.0 PROJECT OVERVIEW......................................................................................................................2
2.1 Project Information............................................................................................................................2
2.2 Scope of Work...................................................................................................................................2
2.3 Purpose of Exploration.....................................................................................................................2
3.0 EXPLORATION PROCEDURES.......................................................................................................3
3.1 Subsurface Exploration Procedures...................................................................................................3
3.1.1 Soil Borings.......................................................................................................................... 3
3.1.2 Hand Auger Borings and Infiltration Test................................................................................. 3
3.2 Laboratory Testing Program..............................................................................................................4
4.0 EXPLORATION RESULTS................................................................................................................5
4.1
Site Conditions................................................................................................. ...........................5
4.2
Regional Geology.............................................................................................................................5
4.3
Soil Conditions..................................................................................................................................5
4.4
Groundwater Conditions...................................................................................................................5
4.5
Laboratory Test Results....................................................................................................................
6
4.6
Infiltration Test Results...................................................................................................................6
5.0 ANALYSIS AND RECOMMENDATIONS.......................................................................................7
5.1
Excavation Conditions.... ...............................................................................................................
7
5.2
Engineered Pill .............................................................................................................................
7
6.0 CLOSING..............................................................................................................................................8
APPENDICES
APPENDIX A-FiGuREs
APPENDIX B-sPT BORING LOGS AND SOIL CLASSIFICATION SYSTEM, DESCRFTION, AND TERMINOLOGY
APPENDIX C-HAND AUGER BORING LOGS AND INFILTRATION TE5r RESULTS
APPENDIX D-LABORATORY TEST RESULTS
APPENDIX E-GENERALCONDwoNS
APPENDIX F-PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA sHEEPs AND SAMPLES
C 11

•
•
0
Report of Subsurface Exploration and Geotechnical Engineering Analysis
P-1224 EOD Addition
Jacksonville, North Carolina
ECS Project No.: 22.13938
1.0 EXECUTIVE SUACMARY
This report contains the results of our subsurface exploration and geotechnical engineering analysis for
the proposed site located off of McHugh Boulevard at the MCB Camp Lejeune in Jacksonville, North
Carolina. At the time of our field exploration, the site consisted of partially wooded areas and grassy areas.
The site is relatively level.
We understand that five bio-retention ponds will be constructed at the site. Additional project specific
information was not available at the time this report was prepared.
Minimal to 4 inches organic topsoil was reported by the drillers at the boring locations. Beneath the
surface to a depth of 10 feet, the test borings typically encountered intermittent layers of very loose to
dense slightly silty, silty and clean sands (SP-SM, SM, SP). The infiltration rate at the ponds ranged
from 2.2 to 4.2 inches per hour. The seasonal high water table ranged from 34 to 60 inches below current
grades.
Specific information regarding the subsurface exploration procedures used, the site and subsurface
conditions at the time of our exploration, and our conclusions and recommendations concerning the
geotechnical design and construction aspects of the project are discussed in detail in the subsequent
sections of this report. Please note this Executive Summary is an important part of this report and should
be considered a `summary" only. The subsequent sections of this report constitute our findings,
conclusions, and recommendations in their entirety.
Prepared By:
Winslow E. Goins, P.E.
Project Engineer
Reviewed By:
Walid M. Sobh, P.E.
Principal Engineer

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P-1224 EOD Addition
Jacksonville, North Carolina
ECS Project No.: 22.13938
2.0 PROJECT OVERVIEW
2.1 Proiect Information
Our understanding of the proposed development is based upon our discussions with representatives of R.
Kenneth Weeks Engineers, LLC and a review of the site plan provided to ECS by R. Kenneth Weeks
Engineers, LLC. The proposed site is located off of McHugh Boulevard at the MCB Camp Lejeune in
Jacksonville, North Carolina. At the time of our field exploration, the site consisted of partially wooded
areas and grassy areas. The site is relatively level.
We understand that five bio-retention ponds will be constructed at the site. Additional project specific
information was not available at the time this report was prepared.
2.2S co a of Work
The conclusions and recommendations contained in this report are based on the results of.
• five soil test borings;
• visual examination of the samples obtained during our field exploration,
• the results of select laboratory index and engineering properties testing,
• engineering analyses of the field and laboratory findings with respect to the provided project
information.
2.3 P oses of Exploration 0
The purpose of this exploration program was to determine the soil and groundwater conditions at the site
and to develop engineering recommendations to assist in the design and construction of the proposed
project. We accomplished these objectives by:
• performing a site reconnaissance to evaluate the existing site conditions,
• drilling test borings to explore the subsurface soil and groundwater conditions,
• performing laboratory tests on selected representative soil samples from the borings to
evaluate pertinent engineering properties; and
• analyzing the field and laboratory data to develop appropriate geotechnical engineering
design and construction recommendations.
•
2

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P-1224 EOD Addition
Jacksonville, North Carolina
ECS Project No.: 22.13938
3.1 Subsurface Exaloratlon Procedures
3.1.1 Soil Test Borings
The five soil test borings drilled on the site were performed using a track -mounted CME 450 drill rig
utilizing various cutting bits to advance the boreholes. Mud rotary drilling was utilized to advance the
borings. Representative soil samples were obtained by means of the split -barrel sampling procedure in
general conformance with ASTM D-1586. In this procedure, a 2-inch O.D., split -barrel sampler is driven
into the soil a distance of 18 inches by a 140-pound hammer falling 30 inches. The number of blows
required to drive the sampler througb a 12-inch interval is termed the Standard Penetration Test (SPT)
value and is indicated for each sample on the boring logs in Appendix B.
The SPT value can be used as a qualitative indication of the in place relative density of cohesionless
soils. In a less reliable way, it also indicates the consistency of cohesive soils. This indication is
qualitative, since many factors can affect the standard penetration resistance value (i.e., differences
between drill crews,drill rigs, drilling procedures, and hammer rod -sampler assemblies) and prevent a
direct correlation between SPT resistance value, or N-Value, and the consistency or relative density of
the tested soil. Split -spoon samples were obtained at approximately 2.5-foot intervals within the upper
10 feet and at approximately 5-foot intervals thereafter. The approximate locations of the soil test
borings are indicated on the Boring Location Plan in Appendix A of this report.
The drilling crew maintained a field log of the soils encountered in the borings. After recovery, each
sample was removed from the sampler and visually classified. Representative portions of each soil
sample were then sealed in air -tight containers and brought to our laboratory in Wilmington, North
Carolina for visual examination and formal classification by a geotechnical engineer in general
accordance with the Unified Soil Classification System guidelines.
3.1.2 Hand Anger Borings and Infiltration Tests
On April 9, 2008, five hand auger borings were performed on the site. The purpose of the hand auger
borings was to stratify the subsurface soils and estimate the seasonal high water table of the subsurface
soils. Five infiltration tests were performed at the hand auger boring locations. We evaluated the
subsurface soil and ground water conditions by drilling the hand auger borings to depths of
approximately 108 inches below the existing ground surface at the approximate location indicated on the
Boring Location Plan in Appendix A of this report. We visually classified the subsurface soils on site.
The results are provided in Section 4.5 and in Appendix C.
is

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P-1224 EOD Addition
Jacksonville, North Carolina
ECS Project No.: 22,13938
3.2 Laboratory Testing Prozram
Representative soil samples obtained during our field exploration were selected and tested in our
laboratory to check field classifications and to determine pertinent engineering properties. The
laboratory testing program included:
0 visual classifications of soil according to ASTM D 2487;
index property testing included natural moisture content determinations (ASTM D 2216) and grain
size analyses (ASTM D 1140).
All data obtained from the laboratory tests are included on the Laboratory Testing Summary and in
Appendix C of this report.
The soil samples collected for this investigation will be retained at our Iaboratory for a period of sixty
(60) days, after which they will be discarded unless other instructions are received as to their disposition.
•
4

Report of subsurface Exploration and Geotechnical Engineering Analysis
P-1224 EOD Addition
Jacksonville, North Carotins '
ECS Project No.: 22.13938
4.0 EXPLORATION RESULTS
4.1 Site Conditions
The proposed site is located off of McHugh Boulevard at the MCB Camp Lejeune in Jacksonville, North
Carolina. At the time of our field exploration, the site consisted of partially wooded areas and grassy areas.
The site is relatively level.
4.2 Regional GeoloQv
The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal Plain is
composed of seven terraces, each representing a former level of the Atlantic Ocean. Soils in this area
generally consist of sedimentary materials transported from other areas by the ocean or rivers. These
deposits vary in thickness from a thin veneer along the western edge of the region to more than 10,000 feet
near the coast. The sedimentary deposits of the Coastal Plain rest 'upon consolidated rocks similar to those
underlying the Piedmont and Mountain Physiographic Provinces. In general, shallow unconfined
groundwater movement within the overlying soils is largely controlled by topographic gradients. Recharge
occurs primarily by infiltration along higher elevations and typically discharges into streams or other surface
water bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal
fluctuations in precipitation.
4.3 Soil Conditions
Soil Test Borings: Minimal to 4 inches organic topsoil was reported by the drillers at the boring
locations. Beneath the surface to a depth of 10 feet, the test borings typically encountered intermittent
layers of very Loose to dense slightly silty, silty and clean sands (SP-SM, SM, SP). Standard penetration
test resistances (N-values) in these soils generally ranged from 3 to 33 blows per foot (bpi).
The descriptions provided in this section are a general summary of the subsurface conditions encountered
within the test borings. The Test Boring Records in Appendix B contain detailed information recorded at
each of the boring locations and represent the geotechnicah engineer's interpretation of the data based on
visual examination of the soil samples obtained during the field exploration. The stratification lines on
the Test Boring Records represent approximate boundaries between material types and the actual
transition between strata is expected to be gradual.
4.4 Groundwater Conditions
Groundwater observations were made after the completion of the drilling operations all boring locations.
Groundwater was not encountered in the borings to the depths drilled.
The highest groundwater observations are normally encountered in the late winter and early spring, and
our current groundwater observations are expected to be near or representative of the seasonal maximum
water table. Variations in the Location of the long -terns water table may occur as a result of changes in
precipitation, evaporation, surface water runoff, and other factors not immediately apparent at the time of
this exploration. If long term water Levels are crucial to the development of this site, it would be prudent
to verify water levels with the use of perforated pipes or piezometers.

Report of Subsurface Exploration and Geotecbnical Engineering Analysis
P-1224 EOD Addition
Jacksonville, North Carolina
ECS Project No.: 22.13938
4.5 LaboratoKy Test RoWts
Index and engineering properties tests were performed on select samples of the sample soils encountered
within the test borings. In summary, the tested samples bad in -situ moisture contents ranging from 7 6.9
to 17.4 percent. -
The grain size analyses of the tested samples indicated that the tested materials had 9.8 to 17.9 percent
fines passing the number 200 sieve.
Specific laboratory test results are provided in the Laboratory Testing Summary and in Appendix C of
this report.
4.6 Infiltration Test Results
Based on observations in the hand auger boring, the seasonal high ground water level is estimated to be
34 to 60 inches below existing grade. The infiltration tests were performed at a depth of 24 inches below
present grade and the infiltration rate ranged from approximately 2.2 to 4.2 inches per hour (0.036 to 0.07
in/min).
0
•
6

Report of Subsurface Exploration and Qeotechnical Engineering Analysis
P-1224 EOD Addition
® Jacksonville, North Caroline
ECS P
ECS Project No.: 22.13936
5.0 ANALYSIS AND RECOMMENDATIONS
The recommendations provided in this report are based upon our understanding of the proposed
construction, the information provided to us during this study and our past experience with similar
conditions. Should any of the information provided to us be changed prior to final design, ECS should be
notified to review these recommendations and make appropriate revisions, if necessary.
5.1 Excavation Conditions
We do not anticipate difficult excavation conditions in the upper 10 feet of soil. The site soils are OSHA
Type B and C soils for the purpose of temporary excavation support.
5.2 Engineered Fill
An examination of the soils recovered during our current exploration, and our previous experience in the
area, indicates that the majority of the on -site soils will generally be suitable for re -use as engineered fill.
However, it is expected that moisture conditioning of the fill soils will be required during placement to
facilitate proper compaction. In some areas, substantial drying may be needed and it may not be feasible
to attempt to reuse such materials as engineered fill.
Existing soils containing significant amounts of organic matter will not be suitable for re -use as
engineered fill. As such, the organic content of the near surface cultivated soils should be evaluated to
determine if some of these soils will be suitable for reuse as engineered fill. Natural fine-grained soils
classified as clays or silts (CL, ML) with LL and PI greater than 40 and 20, respectively, should be
evaluated by the geotechnical engineer at the time of construction to determine their suitability for use as
engineered fill.
If problems are encountered during the site grading operations, or if the actual site conditions differ from
those encountered during our subsurface exploration, the geotechnical engineer should be notified
immediately.
9

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P-1224 EOD Addition
Jacksonville, North Carolina
ECS Project No.: 22.13 93 8
6.0 CLOSING
Our geotechnical evaluation of the site has been based on our understanding of the site, the project
information provided to us, and the data obtained during our exploration., The general subsurface
conditions utilized in our evaluations have been based on interpolation of subsurface data between the
borings. If the project information provided to us is changed, please contact us so that our
recommendations can be reviewed and appropriate revisions provided, if necessary. The discovery of
any site or subsurface conditions during construction which deviate from the .data outlined in this
exploration should be reported to us for our evaluation. The assessment of site environmental conditions
for the presence of pollutants in the soil and groundwater of the site was beyond the scope of this
geotechnical exploration.
•
•
0

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9

•
APPENDIX B
SPT BORING LOGS
AND
SOIL CLASSIFICATION SYSTEM, DESCRIPTION AND TERMINOLOGY
0
r�

Unified Soil Classification System
(ASTM Designation D-2487)
Major Division Group Symbol Typical Names Classification Criteria
GW
Well -graded gravels and gravel-
C = Dfi6/D10 Greater than 4
sand mixtures, little or no fines
Cz = (D30)2/(D1.xD.) Between I and 3
GP
Poorly graded gravels and gravel-
13
Not meeting both criteria for GW
sand mixtures, little or no fines
o
Cn o
w
GM
Silty gravels, gravel -sand -silt
°
Atterb limits lot below `:4" line or
P
index less 4
mixtures
[7 [V7
plasticity than
�
GC
Clayey gravels, gravel -sand -clay
a
A limits lot above "A" line
�� P
mixtures
and plasticity index greater than 7
SW
Well -graded sands and gravelly
55��� .
Cn = D601DIO Greater than 6
sands, little or no fines
?
$ 73
C. = (D3c)2/(D10xD6) Between I and 3
d
z
SP
Poorly graded sands and gravelly
E
94 a: Z
Not meeting both criteria for SW
sands, little or no fines
1
\ �
�' g�
Atterberg limits plot below "A" line or
SM
Silty sands, sand -silt mixtures
plasticity index less than 4
SC
Clayey sands, sand -clay mixtures
Z9
Atterberg limits plot above "A" line
and plasticity index greater than 7
ML
Inorganic silts, very fine sands,
Note: U-Imereprmema epreximete aMw 1®a ofiL and F1 c=bhmdonv
fbrndu M wile (fir delete. AST "7.
rock flour, silty or clayey fine
sands e0
CL Inorganic clays of low to medium A
plasticity, gravelly clays, sandy s
clays, silty clays, lean clays
OL Organic silts and organic silty
clays of low plasticity
MH Inorganic silts, micaceous or >o
diatomaceous fine sands or silts, m
elastic silts
CH Inorganic clays of high plasticitiy,
fat clays
OH Organic clays of medium to high
plasticity
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Plasticity chart for the classification of fine-grained soils.
Tests made on fraction finer than No. 40 sieve
Highly organic soils Pt Peat, muck and other highly Fibrous organic matter•, will
organic'soils char, burn, or glow
-- ---
ELF
MAY 2006
PCB CAROWNAS� ill
UNIFIED SOIL
CLASSIFICATION
SYSTEM-

Reference Notes for Boring Loss
0
I. Drilling and Sampling Symbols:
SS - Split Spoon Sampler
RB - Rock Bit Drilling
ST - Shelby Tube Sampler
BS - Bulk Sample of Cuttings
RC - Rock Core: NX, BX, AX
PA - Power Auger (no sample)
PM - Pressuremeter
HSA - Hollow Stem Auger
DC - Dutch Cone Penetrometer
WS - Wash Sample
Standard Penetration (B1owsXt) refers to the blows per foot of a 140 lb. hammer falling 30 inches on
a 2 inch O.D. split spoon sampler, as specified in ASTM D-1586. The blow count is commonly
referred to as the N-value.
U. Correlation of Penetration Resistances to Soil Properties:
Relative Density -Sands. Silts
C.onsistencv
of Cohesive Soils
SPT-N
Relative Density
N-Values
Consistency
0-4
Very Loose
0-2
Very Soft
5 - 10
Loose
3-4
Soft
11 - 30
Medium Dense
5-8
Firm
31 - 50
Dense
9-15
Stiff
51 or more
Very Dense
16-30
Very Stiff
31-50
Hard
51 or more Very Hard
III. Unified
Soil Classification Symbols:
GP -
Poorly Graded Gravel
ML -
Low Plasticity Silts
GW -
Well Graded Gravel
MR -
High Plasticity Silts
GM -
Silty Gravel
CL -
Low Plasticity Clays
GC -
Clayey Gravels
CH -
High Plasticity Clays
SP -
Poorly Graded Sands
OL -
Low Plasticity Organics
SW -
Well Graded Sands
OH -
High Plasticity Organics
SM -
Silty Sands
CL-NIL -
Dual Classification
SC -
Clayey Sands
(Typical)
IV. Water Level Measurement Symbols:
WL -
Water Level
BCR -
Before Casing Removal
WS -
While Sampling
ACR -
After Casing Removal
WD -
While Drilling
WCI -
Wet Cave In
DCI -
Dry Cave in
The water levels are those water levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular soil.
In clays and plastic silts, the accurate determination of water levels may require several days for the water
level to stabilize. In such cases, additional methods of measurement are generally applied.
The elevations indicated on the boring logs should be considered approximate and were not determined
using accepted surveying techniques.

MEW
R. Kenneth Weeks Engineers
JOB f
22-13938 1
BOMNG #
B-1
SHEET
1 OF 1
ECTLLP
PROJECT NAME
ARCEITECT-ENGINEER
P-1224 EOD Addition
Walter Moore, P.E.
SITE LOCATION
MCB Cam Le'eune, Jacksonville, North Carolina
-o- cmmu � Pffi O1 R
1 $ r. 4 a+
PI.AS1'IC HATER UQQID
Lnar x CONTENT x rmr x
x e
ROCK gUA[rTst aERIaxArAON a• RBcovaRy
-- --
20lf�X-4 4OX-60Xr-8--8DfG--10
(D STAND D PENETRATION
10 20 so 40 50+
x
DESCRIPTION OF MATERIAL ENGUSH UNITS
BOTIOI[ OF CAM; LOSS OF CIRCUIIATION 100
z
SURFACE ELEVATION
0
1
SS
24
24
TopsoI Depth 4"
3:L2-i-2-1)
�2 3
3 ;�-1-2-2)
Very Loose, Black, Slightly
Silty, Fine to Medium SAND,
(SP—SM)
2
SS
24
24
5
11.6
:7�(3_-�-s)
3
SS
24
24
Very Loose to Loose Tan Fine
SAND, (SP)
is.e
10 (5-s-s-s)
4
SS
24
24
Loose to Medium Dense, Light
Brown, Silty, Fine SAND, (SM)
5
SS
24
24
7.9
16 (4-9�7-e)
1
�
END OF BORING 0 10.0,
15
20
25
THE STRATIPICATim LINES REPRESENT THE APmxmTE BOUNDARY uNES BETWEEN S01L TYPES 1M-sm ne TRANSITION MAY BE GWUAL
y*L •S OR 0
BOMHO SrARTKD 04 10 08
PL M) TT TAM)
BORING COMP HM 04 1 0 08
QUE IN DEP'l'ti •
�RL
MO D-25 iroMAx RES
DRILLING MUMD Auger
•
•

0
El'
4
CLIENT
R. Kenneth Weeks Engineers
JOB 0
22-1393A
BORING
B-2
SHEET
1 OF 1
gRLP
PROJECT N IE
ARC=CT—ENGINEE
P-1224 EOD Additlon
Walter Moore, P.E.
cA1ZS?I_INAS
SITE LOCATION
MCB Cam Le eune, Jacksonville, North Carolina
CALa A I PE�tlET�O1teTES
1 E 9 4 5+
PLAaftc WATER L%=
LmT X CONTENT X Lam X
x e
ROCK QUALITY D1 ONATION rk HEMVEMY
DESCRIPTION OF MATERIAL ffi+TGLISiL UNITS
F
BOTMM OF CASING UM OF CIR=T10N 100
�
�
�
20lf�4X-4 0X-6OX=B07fi-10
® STANDARD PENETRATION
SURFACE ELEVATION
10 80 so 40 50+
1
SS
24
24
Topsoil Depth 4-
4 (�z-2�z)
�:
Very Loose, Brown, Silty, Fine
2
SS
24
24
to Medium SAND, (SIA)
H 1
Loose to Medium Dense, Tan to
(Sjgish Tan, S}tly, Fine SAND,
5
7
i
13.
17
3
SS
24
24
4
SS
24
24
16.
5
SS
24
24
1$ (2-$-e-11)
1
12'3 '
END OF BORING 0 10.0'
15
20
25
THE SmAnncATm LILIES REPRESENT THE APPFZ =ATE 8pl1NIIARY LINES BETVEEN wiL TYPES w-SITU THE TiLWS[ mN MAY BE GRADUAL
.WWL AS OR ®
BORMG &TAMED 04 1 0 08
QL.(BCR) TBI.(ACR)
BORING COHPIETED 04 10 0$
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CLIENT
JOB f
BORING
SHEEP
re.r
R. Kenneth Weeks Engineers
22-13938
B-3
1 OF 1
Ec3LLP
PROJECT NAME
ARCHITECT -ENGINEER
P-1224 EOD Addition
Walter Moore, P.E.
GARa7LIfVAS
SITE LOCATIONceI�RATEO
PlIN101�16R
MCB Cam Le'eune, Jacksonville, North Carolina
1 8 '0 s
PLASPIC WAM LIQUID
IBM % CDNTliIVi' X tau $
% A
ROCK QUALITY DESMNAMON a RECOVERY
DESCRIPTION OF MATEMAL ENGUM UNITS
�
BOTTOM OF CMG IDSS OF CIRCUid'I`1ON t00
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---
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1
SS
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24
1 (!-4-7-14)
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SS
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24
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SS
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12.
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SS
24
24
15 (5-8-�7)
1
END OF BORING ® 10.0
6.2'
15
20
25
—I—
THE STRATIMATMN LINES REPRESENT THE APPR070MTE BOUNDARY LDES BETWEEN SOIL TYPES a -SITU THE TRANSTTION MAY BE GWUAL
vI Ira OR
BDMKG s MMW 04 10 08
y1fL( m) TWL(ACR)
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•

4
CLIENT
JOB #
BORING #
1
R. Kenneth Weeks En ineers
22-13938
B-4 1 of 1
ECTLLP
PROJECT NAME
ARCHITECT —ENGINEER
P-1224 EOD Addition
Walter Moore, P.E.
CAM4QL.1 AS
SITE LOCATION
-d- ►T�
MCB Camp Le eune, Jacksonvifle, North Carolina
1 E4.
PLMC xATBR LIQUID
U= X CON7' T x u3m x
x n
eocK QuAlirr Dt sIGNArION & RCCOVMY
AESCRUMON OF MATERIAL ENGT.TgF1 UNITS
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SURFACE ELEVATION
lO ED 30 40 ED+
Topsoil Depth 4"
1
SS
24
24
10 (1-' 7) :
Loose, Brown to Gray, Silty,
Fine SAND, (SM)
9B
2
SS
24
24
17.4
5
3
SS
24
24
:7 (3-3-4-4)
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f6
4
SS
24
24
Ilo g
5
SS
24
24
19 (8�io-e-8)
1
1g:2 -
END OF BORING 0 10.0'
16
20
26
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BMMARY LINES BETVEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL.
us OR ®
BORING sxAMW 04 10 08
"CR) ,TVI.(ACB)
BORMG COIOPIErsO 04 1 0 08
CAVE IN DEPTH •
'Tn.
RIG D-25 Fa=uN R E S
WMING XOTI D Auger

CUENT
Jon #
BORING #
SHEET
R. Kenneth Weeks Engineers
22-13938
. B-5
1 OF 1
ECTLLP
PROJECT NAME
ARCHITECT -ENGINEER
P--1224 EOD Addition
Walter Moore, P.E.
GsarzoLIN.4S
SITE LOCATION
-0- CAIMRATE P URM
MCB Camp Le'eune, Jacksonville, North Carolina
1 2 a 4. 5+
PUS W XATSR uQm
1110T % CONTENT N uWr x
x n
ROaC QUA11TP D€SIONASION & RBOOVERY
g
DFSCRUMON OF MATERIAL ENGLISH IINM
$OTIOY OF CASING D— LOSB of CIRCULATION 10
20 X--40X 60X— 0Xr--100
SURFACE ELEVATION
® =MkARD FMRMTION
0
10 20 sow 40 50+
Topsoil Depth 4p
!
SS
24
24
Loose, Brown, Silty, Fine SAND,
{SM)
14.7
2
SS
24
24
:7
Loose, Tan, Fine SAND, (SP)
5
3
SS
24
24
:7 (8-4-�3-+)
e
4
SS
24
24
9 (4-:5-4-5)
.2
5
SS
24
24
8 (3-0--3-e)
�
s
END OF BORING 0 10.0'
8.3
15
20
25
2-0-j-
THE STRATIFICATION LINES REPRESENT THE APPRaMATE EauNDARY LINES BETWEEN SOIL TYPES DV-slTu THE TRANSITION MAY X GRADUAL
VL WS OR 0
MMO srARM 04 10 08
TT(L( =) TWgACR)
BORING COMPU ED 04 10 08
c"N IN DEng •
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Olm-UNG 10MOD Auger
•
•
•

Infiltration Evaluation
P-1224 EOD Addition
Jacksonville, North Carolina
ECS Project No. 22.13938
April 11, 2008
Location
B-1
Seasonal High Water Table was estimated to be at 60 inches below the existing
grade elevation. The infiltration test was performed at a depth of 24 inches below
grade. At that depth, the infiltration rate was 3.1 inches per hour (0.05 in/min).
Location
B-2
Seasonal High Water Table was estimated to be at 60 inches below the existing
grade elevation. The infiltration test was performed at a depth of 24 inches below
grade. At that depth, the infiltration rate was 4.2 inches per hour (0.07 in/min).
Location
B--3
Seasonal High Water Table was estimated to be at 34 inches below the existing
g
grade elevation. The infiltration test was performed at a depth of 24 inches below
grade. At that depth, the infiltration rate was 2.3 inches per hour (0.039 in/min).
Location
B-4
Seasonal High Water Table was estimated to be at 60 inches below the existing
grade elevation. The infiltration test was performed at a depth of 24 inches below
grade. At that depth, the infiltration rate was 2.2 inches per hour (0.036 in/min).
Location
B-5
Seasonal High Water Table was estimated to be at 60 inches below the existing
grade elevation. The infiltration test was performed at a depth of 24 inches below
grade. At that depth, the infiltration rate was 3.0 inches per hour (0.05 in/min).
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0 General Conditions
The analysis, conclusions, and recommendations submitted in this report are based on the investigation
previously outlined and the data collected at the points shown on the attached location plan. This report
does not reflect specific variations that may occur between test locations. The borings were located
where site conditions permitted and where it is believed representative conditions occur, but the full
nature and extent of variations between borings and of subsurface conditions not encountered by any
boring may not become evident until the course of construction. If variations become evident at any time
before or during the course of construction, it will be necessary to make a re-evaluation of the
conclusions and recommendations of this report and further exploration, observation, and/or testing may
be required.
This report has been. prepared in accordance with generally accepted soil and foundation engineering
practices and makes no other warranties, either expressed or implied, as to the professional advice under
the terms of our agreement and included in this report. The recommendations contained herein are made
with the understanding that the contract documents between the owner and foundation or earthwork
contractor or between the owner and the general contractor and the caisson, foundation, excavating and
earthwork subcontractors, if any, shall require that the contractor certify that all work in connection with
foundations, ,piles, caissons, compacted fills and other elements of the foundation or other support
components are in place at the locations, with proper dimensions and plumb, as shown on the plans and
specifications for the project.
Further, it is understood the contract documents will specify that the contractor will, upon becoming
aware of apparent or latent subsurface conditions differing from those disclosed by the original soil
investigation work, promptly notify the owner, both verbally to permit immediate verification of the
change, and in writing, as to the nature and extent of the differing conditions and that no claim by the
contractor for any conditions differing from those anticipated in the plans and specifications and
disclosed by the soil studies will be allowed under the contract unless the contractor has so notified the
owner both verbally and in writing, as required above, of such changed conditions. The owner will, in
turn, promptly notify this firm of the existence of such unanticipated conditions and will authorize such
further investigation as may be required to properly evaluate these conditions.
Further, it is understood that any specific recommendations made in this report as to on -site construction
review by this firm will be authorized and funds and facilities for such review will be provided at the
times recommended if we are to be held responsible for the design recommendations.
�, I

APPENDIX F
PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES
e
•
0

0 Procedures R ardin 'eld Los Laboratory Data Sheets and Samples
In the process of obtaining and testing samples and preparing this report, procedures are followed that
represent reasonable and accepted practice in the field of soil and foundation. engineering.
Specifically, field logs are prepared during performance of the drilling and sampling operations which
are intended to portray essentially field occurrences, sampling locations, and other information.
Samples obtained in the field are frequently subjected to additional testing and reclassification in the
laboratory by more experienced soil engineers, and differences between the field logs and the final logs
exist.
The engineer preparing the report reviews the field and laboratory logs, classifications and. test data, and
his judgment in interpreting this data, may make further changes.
Samples are taken in the field, some of which are later subjected to laboratory tests, are retained in our
laboratory for sixty (60) days and are then discarded unless special disposition is requested by our client.
Samples retained over a long period of time, even if sealed in jars, are subject to moisture loss which
changes the apparent strength of cohesive soil generally increasing the strength from what was originally.
encountered in the field. Since they are then no longer representative of the moisture conditions initially
encountered, an inspection of these samples should recognize this factor.
It is common practice in the soil and foundation engineering profession that field logs and laboratory data
sheets not be included in engineering reports because they do not represent the engineer's final opinions
as to appropriate descriptions for conditions encountered in the exploration and testing work. On the
other hand, we are aware that perhaps certain contractors submitting bids or proposals on work may have
an interest in studying these documents before submitting a bid or proposal. For this reason, the field
logs will be retained in our office for inspection by all, contractors submitting a bid or proposal. We
would welcome the opportunity to explain any changes that have been and typically are made in the
preparation of our final reports, to the contractor or subcontractors, before the firm submits the bid or
proposal, and to describe how the information was obtained to the extent the contractor or subcontractor
wishes. Results of the laboratory tests are generally shown on the boring logs or described in the extent
of the report, as appropriate.
The descriptive terms and symbols used on the logs are described on the attached sheet, entitled General
Notes.
0

STORMWATER MANAGEMENT PERMIT
is APPLICATION DOCUMENTS
FOR
P-1224 EOD BUILDING FC292 ADDITION
MCB CAMP LEJEUNE
JACKSONVILLE, NC
OWNER:
COMMANDING OFFICER
MARINE CORPS BASE CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
PREPARED BY:
NAVFAC MID -ATLANTIC
April 2008
NAVAL FACILITIES ENGINEERING COMMAND MID -ATLANTIC
Marine Corps North Carolina IPT
6506 Hampton BNd.
Norfolk, VA 23508-1278
�Ab

P-1224 EOD BUILDING FC292 ADDITION
MCB Camp LeJeune
Jacksonville, North Carolina
TABLE OF CONTENTS
Section Title
Section A Stormwater Management Permit Application Form & Bioretention Supplemental
Sheet
Section B Project Narrative
Section C Calculations
Section D Maps
Section E Department of Defense Exemption Letter from the NC Board of Registration for
0 Professional Engineers and Land Surveyors
Section F Project Construction Plans
Section G Project Construction Specifications
Section H Soils Report
•

EOD Building FC292 Addition
MCB Camp Lejeune
,Jacksonville, North Carolina
0 Section A: STORMWATER MANAGEMENT APPLICATION
40
n

•
•
u
` ONLY
,DWQ.USE'.
Date Received
Fee Paid
Permit Number
qki il
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Commanding Officer MC13 Camp Lejeune
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance): _
Carl Baker, Deputy Public Works Officer
3. Mailing Address for person listed in item 2 above:
1005 Michael Road
City: Camp Lejeune State: NC Zip: 28542
Phone: ( 910 ) 451-2213 Fax: ! ) N/A
Email: N/A
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
P-1224 EOD Building_FC292 Addition _
5. Location of Project (street address):
MCB Camp Lejeune, NC McHugh Blvd.
City: Jacksonville _ County: Onsiow
d. Directions to project (from nearest major intersection):
From main gate: Holcomb Blvd., take a left onto Sneads Ferry Road, turn right onto McHugh Blvd -1000 ft
on
right hand side of road.
7. Latitude: 34°39' 08" N Longitude: 77018'49" W of project
8. Contact person who can answer questions about the project:
Name: lason Frick, PE Telephone Number: (757 ) 322-4283
Email: jason,[e-mail]
II. PERMIT INFORMATION:
Farm SWU-101 Version 8.07
Pagel of 4

•
1. Specify whether project is (check one): ®New ❑Renewal ❑Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
❑Low Density ❑High Density ❑Redevelop ®General Permit ❑Universal SMI' ❑Other
4. Additional Project Requirements (check applicable blanks):
❑CAMA Major ®Sedimentation/Erosion Control ❑404/401 Permit ❑NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing Stormwater management for the project.
Stormwater runoff will be handled through overland flow, vegetative swales and Bioretention Basins.
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Site Area: 3.71 acres 4. Total Wetlands Area: N/A acres
5. 100' Wide Strip of Wetland Area: N/A T�acres (not applicable if no wetlands exist on site)
6. Total Project Area**:3.71 acres 7. Project Built Upon Area:49.6
8. How many drainage areas does the project have?1
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
fi
Basin iriformahon
w {¢Y
Drama e Area 1`
{ ='r Drama e Area•2"
p
Receiving Stream Name
Cogdels Creek
Stream Class & Index No,
Sc; NSW
Drainage Area (so
161397 sf (3.71 ac)
Existing Impervious* Area (so
0.00
Proposed Impervious*Area (so
80,034 sf (1.837 ac)
% impervious* Area (total)
49.6
r,
Impervious*,Surface-Area
Draina a Area I .
_ , . g ;
` " : Draina e Area,2
S
On -site Buildings (so
7,888 sf (0.181ac)
On -site Streets (so
On -site Parking (so
70,983 sf (1.63ac)
On -site Sidewalks (so
1,163 sf (0.027ac)
Other on -site (so
Off -site (50
Total (so:
80,034 sf (1.837ac)
' Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidezoalks, gravel areas, etc.
Form SWU-101 Version 8.07
Page 2 of 4

**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation.
40 10. How was the off -site impervious area listed above derived? Field Survey _
•
•
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each
lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
Form DRPC-1
High Density Commercial Subdivisions ,
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions'
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Form SWU-101 Version 8.07
Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
• A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at http:i!h2o.enr.stateme.us/suhnsi maps.htm)
L�]
•
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 ($4,000 for Express) payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soil report
• Three copies of plans and specifications (sealed, signed & dated), including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water fine
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): Jason M. Frick, PE, NAVFAC MidAtlanHc
Mailing Address: MCNC IF r 6506 Hampton Blvd.
City: Norfolk State: VA Zip: 23508
Phone: ( 757 } 3224283
Email:—[e-mail]
VIII. APPLICANT'S CERTIFICATION
Fax: ( 757 ) 322-8280
I, (print or type name of person listed in General Information, item 2) __ { z,G (ju b,C
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recor nd that the proposed project complies with the requirements of 15A
NCAC 21-1 .1000. ` /�
Signature: Date: — ,�/�
Form SWU-101 Version 8.07 Page 4 of 4

•
•
•
Permit Number: 51 1(O Y0§7 /
(to he provided by DWQ)
Drainage Area Number: B-I
Bioretention Inspection and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important inspection and maintenance procedures:
— Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
— Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
Heavy equipment will NEVER be driven over the bioretention cell.
Special care will betaken to prevent sediment from entering the bioretention cell.
Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than LO inches (or 1.5 inches if in a Coastal
County). Records of inspection and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblems-
How I will remediate the problem,
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe,
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
applicable).
Form SW401-Bioretention I&M-Rev.2
Page I of 4

•
BMP element:
Potentialproblems: How I will remediate theproblem:
The pretreatment area
Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell:
Best professional practices Prune according to best professional
vegetation
show that pruning is needed practices,
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell:
Mulch is breaking down or Spot mulch if there are only random
soils and mulch
has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum de th of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Fonn SW401-Bioretention I&M-Rev.2 Page 2 of 4

•
EJ
BMP element:
Potentialproblems:
How I will remediate theproblem:
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
if a licable
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Repair or replace the drop inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
ou tlet.
733-1786.
Page 3 of 4
Form SW401-Bioretention I&M-Rev.2

Pen -nit Number: Sv cz( 0V0
(to be provided by DWQ)
I acknowledge and agree b m signature below that I am responsible for the
g g Y Y g p
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project 17ame. P-1224 EOD Addition to Building FC292
BMP drainage area number: B-1
Print name: Carl Baker
Title:__ Deputy Public Works Officer
Address: 1005 Michael Road Cam Lejeune NC 28542
Phone
Signat
Date:
L
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident
of the subdivision has been named the president.
a Notary Public for the State of
County of
f � -r l) , do hereby certify that
&Z�iAi
personally appeared before me this
day of
, and acknowledge the due execution of the
forgoing biorctention maintenance requirements. Witness my hand and official seal,
ALICE A SONNEM
NOtQry Public
Onslow County
Elate of North Carolina
My ContmhnIon Expires Oct 23, 201
SEAL
My commission expires p22
Form SW401-Bioretention I&M-Rev. 2
Page 4 of 4

E
r.�
Permit Numbers Ll/ 7 o0� O 6 D
(to be provided by DWQ)
Drainage Area Number: 13-2
Bioretention Inspection and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important inspection and maintenance procedures:
— Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
— Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
— Heavy equipment will NEVER be driven over the bioretention cell.
— Special care will betaken to prevent sediment from entering the bioretention cell.
— Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of inspection and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblems:
How 1 will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
erosive gullies have formed,
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer aEFlication.
The inlet device: pipe,.
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or swale
applicable).
sediment off -site.
Irhe pipe is cracked or
Replace the pipe.
otherwise damaged (if
_applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
applicable).
Fonn SW401-Bioretention I&M-Rev.2
Page I of 4

BMP element: Potentialproblems:
How I will remediate theproblem:
The pretreatment area Flow is bypassing
Regrade if necessary to route all
pretreatment area and/or
flow to the pretreatment area.
gullies have formed.
Restabilize the area after grading._
Search for the source of the
Sediment has accumulated to
a depth greater than three
sediment and remedy the problem if
inches.
possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices
Prune according to best professional
vegetation show that pruning is needed
practices.
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present
Remove tree stake/wires (which
six months after planting,
can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or
Spot mulch if there are only random
soils and mulch has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment.
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that
Dolomitic lime shall be applied as
pH has dropped or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media.
Form SW401-Bioretention 1&M-Rev.2 Page 2 of 4

•
A
•
BMP element:
Potentialproblems:
How 1 will remediate the problem.
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
if applicable)
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Repair or replace the drop inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
ou tl et.
733-1786.
Form SW401-Bioretention I&M-Rev.2
Page 3 of 4

•
Permit Number:
(to he provided by DWQ)
1 acknowledgeand agree b m signature below m responsible a � y y s gn b o that I a For the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: P-1224 EOD Addition to Building FC292
BMP drainage area number: B-2
Print name: Carl Baker
Titic: Depu!y Public Works Officer
Address: 1005 Michael Road, Camp Lejeune, NC 28542
Phone
Signat
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president,
1, 4e , a Notary Public for the State of
o47 ��� �, , County of �1s/wi , do hereby certify that
�
(_4-/ f personally appeared before me this c,�4/rd�
day of %0`.11 _ , ���� , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
ALICE A 10f* ETN
Notary rublle
Onstow County
:tat• of Nodh CM*Una
My COmml:alOn Exp498 Oct 23, 201
SEAL
My commission expires ' Zo (Ve/
Fonn SW401-Bioretention [&M-Rev.2 Page of

0
Permit Number: fDj'ib 0b C?5y-S
(to he provided by DWQ)
Drainage Area Number: B-3
Bioretention Inspection and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important inspection and maintenance procedures:
— Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
— Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
— Heavy equipment will NEVER be driven over the bioretention cell.
— Special care will be taken to prevent sediment from entering the bioretention cell.
— Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of inspection and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shalI.be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblems:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe,
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or swale
applicable),
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future probiems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
a licable).
Form SW401-Bioretention I&M-Rev.2
Page I of 4

•
t
Y
BMP element:
Potentialproblems:
How 1 will remediate theproblem:
The pretreatment area
Flow is bypassing
Regrade if necessary to route all
pretreatment area and/or
flow to the pretreatment area,
allies have formed.
Restabilize the area after grading.
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches.
possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand.
The bioretention cell:
Best professional practices
Prune according to best professional
vegetation
show that pruning is needed
practices.
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present
Remove tree stake/wires (which
six months after planting.
can kill the tree if not removed).
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment,
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
ossible.
An annual soil test shows that
Dolomitic lime shall be applied as
pH has dropped.or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media.
Form SW401-Bioretention I&M-Rev.2
Page 2 of 4

•
BMP element:
Potentialproblems:
How 1 will remediate theproblem:
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
if applicable)
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Re air or replace the drop inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
outlet.
733-1786.
Form SW401-Bioretention 1&M-Rev.2
Page 3 of 4

•
Permit Number:
(to be provided by D[VQ)
1 acknowledgeand a signature below m responsible t agree gee by my sign e ow that l ibl a p s c for o he
performance of the maintenance procedures listed above. 1 agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: P-1224 EOD Addition to Building FC292
BMP drainage area number: B-3
Print name: Carl Baker
Title: Deputy Public Works Officer
Address: 1005 Michael Road, Camp Leieune, NC 28542
Phon
Sign;
Date
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, A 1 t e c H ne—1 , a Notary Public for the State of
h r`v�Gv ,County of � ��� , do hereby certify that,
Let- personally appeared before me this —/
day of M.t. , �, and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
MICE A 13omEtrE
Notary Public
Onslow County
State of North Carolina
My Commission ExPires Oct 23,.2010
SEAL
My commission expires_
Form SW401-Bioretention I&M-Rev. 2
Page 4 of 4

s
•
0
EOD Building FC292 Addition
MCB Camp Lejeune
Jacksonville, North Carolina
Section B: PROJECT NARRATIVE
PROJECT DESCRIPTION
This project consists of the construction of an addition to the existing Building FC292
Operations Facility Complex for the Explosive Ordnance Disposal Team at Marine Corps Base
Camp Lejeune. The new Operations Facility will be a 7,888-sf (732 m2) free-standing, one-story
brick on slab structure. The project will also consist of a 58,807-sf (5463 m2) concrete paved
tactical vehicle parking lot and a 12,176-sf (1131 m2) POV bituminous concrete paved parking
lot.
SITE DESCRIPTION
The site for the new EOD Facility is located on the north side of McHugh Boulevard
approximately 1,000 feet west of the intersection with Sneads Ferry Road in the French Creek
area of Camp Lejeune, Building FC51, an Electronics and Communications Maintenance facility
is located immediately to the east of the EOD site, facing Sneads Ferry Road. The existing EOD
Building is located just south of the new EOD Addition site.
EXISTING SITE DRAINAGE
The stream classification of the outfall is SC; NSW as determined from the state stream
classification database. The soil at the site is Baymeade fine sand (BaB) according to USDA Soil
Survey of Onslow County. This a well -drained sandy soil characterized by rapid infiltration and
slow runoff. The hydrologic soil group is group "A". Soil borings performed at the site
indicated the soil has a Unified Soil Classification System (USCS) classification of (SP-SM, SM,
SP). Test borings typically encountered intermittent layers of very loose to dense slightly silty,
silty and clean sands. Groundwater was not encountered in the borings to the depths drilled, ten
(10) feet. Due to the high sand content of the subsoil, the infiltration/penneability capability of
these soils is high. The infiltration rates ranges from 2.2 to 4.2 inches per hour. The seasonal
high water table was estimated to average around 60 inches below existing grade. The existing
EOD building was designed and constructed in 2006 with bioretention as the BMP selection and
the SHWT found to be around the 22.7 (6.91m) elevation which was investigated and approved
by NCDENR, please see attached Site Soils Investigation form from that project. This project
has chosen bioretention as the selected BMP because of the in -situ soil characteristics and the
success of the existing bioretention basins currently in use on site.

EOD Building FC292 Addition
MCB Camp Le.jeune
Jacksonville, North Carolina
•
•
0
POST DEVELOPMENT DRAINAGE
Runoff from the new development will be controlled through overland flow over sodded grassed
areas, grass 1 ined swales and bioretention areas to treat the first 1-1 /2 inch of runoff from the
developed areas. The runoff will be directed to sheet flow directly to proposed bioretention
basins through a vegetative filter or will [low towards new vegetated swales and allowed to flow
into the proposed grassed bioretention basins. Piping is only provided under the new gravel
access drive crossing. Overflow of high flows will spill over bioretention basin and sheet flow
through newly sodded areas into the existing woodlands.
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES
Temporary Gravel • Construction Entrance/Exit: A temporary gravel construction entrance
will be installed off of the existing access road leading to the new building construction
location. (NCSCC ESCM Std. 6.06).
2. Land Grading: Grading will be required on approximately 2.10 acres. The building,
parking lot, and access road will be located on the higher [ill areas. All cut and fill slopes
will be 3: l or flatter to avoid instability due to wetness. (NCSCC ESCM Std. 6.02).
Temporary Silt Fence: Provided around the site to prevent debris and sediment from
migrating to downstream drainage courses (NCSCC ESCM Std, 6.62).
4. Rock Check Dams: Provided at entrances to pipe culverts in ditches and swales to reduce
erosion by restricting velocity of flow (NCSCC ESCM Std. 6.83).
5. Sod: Provided in all new ditches and swales to maintain bank stability.
6. Outlet Stabilization Protection: Provided at new swale system outfall to prevent erosion
by reducing the velocity of flow and dissipating the energy (NCSCC ESCM Std. 6.41).
7. Temporary Seeding: See Specifications
CONSTRUCTION SCHEDULE
1. Obtain plan approval and other applicable permits.
2. Flag the limits of construction.
3. Install check dams in all existing ditches and swales as indicated.
4. Install temporary gravel construction entrance.
4

EOD Building; FC292 Addition MCB Camp Lejeune
Jacksonville, North Carolina
5. Install temporary silt fence around the site and around bioretention basins as indicated.
Is
C. Rough grade site, stockpile topsoil, construct swages, culverts and storm dram system.
7. Finish slopes around building upon completion of rough grading. Leave slightly rough and
vegetate and mulch immediately.
8. Complete final grading for roadway, drives and stabilize with gravel.
9. Complete construction of new building and final grading for the building.
10. Complete final grading of the grounds, topsoil critical areas and permanently vegetate,
landscape and mulch.
11. After site is stabilized, remove all temporary measures and install permanent vegetation on
disturbed areas.
MAINTENANCE PLAN
I. All erosion and sediment control practices will be inspected weekly and within 24 hours of a
0.5-inch rainfall event. A rain gauge shall be installed to measure rain events. Needed
repairs will be made immediately to maintain all practices as designed.
® 2. Sediment will be removed from behind the sediment fence when it becomes about 0.5 ft deep
Lit the fence. The sediment fence will be repaired as necessary to maintain a barrier.
All disturbed areas will be sodded as permanent vegetation and temporary measures will be
seeded, fertilized, reseeded as necessary, and mulched according to the specifications in
Section 32 92 19 Seeding,
VEGETATIVE PLAN
See specification Section 32 92 19 Seeding and 32 92 23 Sodding.
Prepared by:
Jason M. Frick, P.E.
Civil Engineer
MCNC IPT
Naval Facilities Engineering Cornntand — Mid -Atlantic
9742 Maryland Avenue
Norfolk, VA 23511
PH [phone]
[e-mail]
5

EQD Building FC292 Addition
MCl3 Camp Lejeune
Jacksonville, North Carolina
•
0
•
Section C: CALCULATIONS
DESIGN PARAMETERS
The Rational method was used to calculate peak flows and the Simple method was used
to calculate the runoff storage volume. TR-55 was used to complete the time of concentration
values. An IDF chart for Sneads Ferry, NC was used and was obtained from the NOAA web site.
Grassed areas were assigned a "C" factor value of 0.15 and paved areas were assigned a value of
0.95.
See the following pages for the Sneads Ferry, NC IDF chart and for tabulated results of
the calculations. Refer to Section F for plans of the proposed drainage design.
0

Permit No:
(to be assigned by DWO)
III jjREQUIRED;ITEMSI,CHECKLISTd �(,- E ,i
•kl ... .. .. IN , w�Yr�, F
1 •
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
! ' ' Sheet No.
'! /
(-1021L-W 3
Zx-
t. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
�03 2. Plan details (1 " = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
' S13
4i&
C-ea f
3. Section view of the bioretention cell (1 " = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre-treatment, pending depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT leve!(s), and overflow structure]
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
P-index.
5. A detailed planting plan (V = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species,
Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations (including underdrain calculations, if applicable).
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
Form SW401-Bioretention-Rev.3
Part III, Page 1 of 1

•
s
JMF P-1224 EOD Addition
Developed Conditions for Drainage Area B1
Onslow County, North Carolina
Sub -Area Time of Concentration Details
Sub -Area
Flow
Mannings's End
Wetted Travel
Identifier/
Length
Slope
n Area
Perimeter Velocity Time
--------------------------------------------------------------------------------
(ft)
(ft/ft)
(sq ft)
(ft) (ft/sec) (hr)
B1
SHEET
96
0.0120
0.011
0.021
SHALLOW
37
0.0050
0.050
0.009
Time of Concentration 0.1
WinTR-55, Version 1,00.06 Page 1 4/22/2008 10:57:40 AM

•
OPEN CHANNEL FLOW CALCULATIONS
P-1224 EOD BUILDING FC292 ADDITION
NICB CAMP I.EJEUNE, JACKSONVILLE, NC
MANNINGS EQUATION:
where:
V = average velocity in the charnel in fVsec 1.49
n = Manning's roughness coefficient, based upon the lining of the channel v X S 2 / 3 X R I / 2
R = hydraulic radius, wetted cross -sectional areahvefted perimeter in ft )7
S = slope of the channel in ftlft
O = flow in the channel in cis
A = cross -sectional area of flow within the channel in ft^2 Q �V
V = average velocity in the channel in fVsec
DESIGN STORM: 10yr frequency storm
DRAINAGE AREA 132
SOUTf]WEST OF TACTICAL VEHICEL PARKING AREA, COLLECTS RUNOFF FROM BUILDING AND CONCRETE PARKING AREA
TO THE PROPOSED RIORETENTION BASIN #2
PERVIOUS AREA TO S W ALE - 0.784 ACRES
IMPERVIOUS ARFA TO SWALE-0.097 ACRES
WF.IGI[TED RUNOFF COEFFICIENT(C) (NC E&SC FIG 8.03a)
COVER AREA CC CzA
PERVIOUS 0.145 0.150 0.022
IMPERVIOUS 0.806 0.950 0.766
TOTALS 0.951 0.828 0.787
WEIGHTED C - 0.83
TIME OF CONCENTRATION - IS MINUTES
RAINFALL INTENSITY ( 1 ) - 6.54 IN/11R (NC E&SC TABLE 8.03c)
RUNOFF -Q-CIA
Q - 0.93 X 6.54 IWIM X .806 ACRES - 4,375 CFS
Q 10 = 1.44 cfs r. T - f
Proposed channel grade = 0.006 ft 1 ft
Proposed vegetation = Bermuda Sod d
Permissible Velocity = 5.0 ftls "(Table 14-2)
n = 0,035 G---b--- e
Channel Dimensions:
B. =
2.0
D =
0.8
Z =
3.0
A =
3.52 sf
R =
0.50
VELOCITY = 2.11 fps < 5.0 OK
CAPACITY = 7.42 cfs > 4.375 OK
REFERENCES:
NC BMP Manual, July 2007(Tablo 3.9)
NC BMP Manual, July 2007
Depth @ 1.44 cfs = = 0.62 ft
Velocity @ 1.44 cfs =1 1.83 fps

•
OPEN CHANNEL FLOW CALCULATIONS
P-1224 EOD BUILDING FC292 ADDITION
NIC11 CAAIP LE,IEUNI?„1,1C:KSONVII,LIs, NC
MANNINGS EQUATION:
where:
V = average velocity in the channel in fllsec 1.49
n = Manning's roughness coefficient, based upon the lining of the channel VX S 213 X R 1/2
R = hydraulic radius, welted cross -sectional arealwetted perimeter io It y1
S = slope of the channel in fVtt
0 = flow in the channel in cls
A = cross -sectional area of flow within the channel in R^2
Q = AV
V = average velocity in the channel in ftisec
DESIGN STORM: 10yr frequency storm
DRAINAGE AREA B3
NORTHEAST OF BUILDING, COLLECTS RONO}•T FROM BUILDING
AND GRASSED AREA BEHIND BUILDING
TO THE PROPOSED BIORETEN7ION BASIN #3
PERVIOUS AREA TO S W ALE = 0.784 ACRES
IMPERVIOUS AREA TO S W ALEi = 0.097 ACRES
WFIGHr'ED RUNOFFCOEITICIENT( C) (NC E&SC FIG 8.03a)
COVER AREA
CxA
PERVIOUS 0,784 0.150
0.118
IMPERVIOUS 0.134 0,950
0.127
TOTALS 0.918 0.245
WEIGHTEDC=0.24
TIME OF CONCENTRATION = 15 MINUTES
RAINFALL INTENSITY ( 1) = 6.54 INIHR (NC E&SC TABLE 8.03c)
RUNOFF= Q = C I A
Q = 0.24 X 6.54 INIHR X 0.918 ACRF_S = 1.44 CFS
010 = 1.44 cfs
Proposed channel grade = 0.010 ft 1 it
Proposed vegetation = Bermuda Sod a
Permissible Velocity = 5.0 ills "(Table 14-2)-
n = 0,035 —b —_ �• e
Channel Dimensions:
B = 2.0
D = 0.8
Z = 3.0
A = 3.52 sf
R = 0.50
VELOCITY = 2.68 fps c 5.0 OK
CAPACITY 9.43 cfs > 1.44 OK
REFERENCES:
NC BMP Manual. July 2007{Table 3.9)
" NC BMP Manual, July 2007
Depth ® 1.44 cfs = 0.31 ft
Velocity @ 1.44 cfs = 1.59 fps

Precipitation Frequency Data Server
Page I of 2
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
SNEADS FERRY, NORTH CAROLINA (31-8037) 34.55 N 77.4 W 49 feet
from "Preciprtauon-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D, Martin, R. Lin, T. Parzyhok, AI.Yekla, and U. Riley
NOAA. National Weather Service, Silver Spring, Maryland, 2004
Extracted: Fri Apr 18 2008
`. Confidence,Limits Seasorlahty41;ocatlon"Maps 5� � zOther Info s �� GlS data �; Mays I Help �r Docs,
Precipitation Intensity Estimates (in/hr
[ARI*
(ycars)
5
min
10
mm
W
[jJ130
mm
60
min
120
3 hr
6 hr
12
hr
24
hr
������W�❑
48
hr
4
day
7
day
10
day
2fl
day
30
day
45
day
fi0
day
min
�
These precipitation frequency estimates are based on a ap rtial duration ri . ARI is the Average Recurrence Interval.
f `', kl ; �Y27(tave rsion,,^.of'Stabie' '; �4 Please refer to the documentation for more information, NOTE: Formatting forces estimates near zero to appear as zero.
ARI 5
10
l5
34
fi0
120
3
fi
12
24
M48
4
[day][day
7
10(ycars)
min
min
min
min
min
min
hr
hr
hr
hr
day day
day
day
day
0 6.41 5.I2 4.2E 292 1.$2 i.]0Eo 861491 0.29 0.l7 0.I0 aas OF041 OF031 0.02 0.01 OAI 0.01
100 13.14 10.44 $.$0 6.74 4,64 3.17 2.39 1.49 0.91 0.52 0.31 0.16 0.10 0.07 0.04 0.03 0.03 0.02
200 14.16
11.22 9.44 7.35 5.15 3.58
2.72 1.71 1.04 0.60 0.36 0.18 0.1 l
0.08 0.05 0.04 0.03
0.03
500 I
15.48
12.24
I0.27
8.17
5.86
4,17
3.23 2.03
1.25
0.73
0.4E
0.22
0.13
0.10
0.06
0.04
0.04
0.03
1000 16.57 13.04 10.92 8.84 6.45 4.67 3.66 2.31 1.43 0.83 0.50 0.25 O.15 0.l 1 0.06 0.05 0.04 0.03
The upper bound of the confidence interval at 90%confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
" These precipitation frequency estimates are based on a peal dur?fign series. ARI is the Average Recurrence Interva4.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr) 11
30
60 120M
48
4
7 10
20
30
45
60
4K[;;UF710E-15
min
min
min
min min
M
[12
M24
hr
day
day day
day
day
day
day
I ' 15.53 4.42 3.6$ 2.52 1.57 0.96 0.70 0.42 0.24 0.14 0.08 0.04 0.03 0.02 0.02 O.OI O.0 1 0.01
0 G.55 5 274 4.39 3.03 1.90 1. f 8 0.85 0.51 Efl Efl 0.10 Efl 0.04 0.03 0.02 0.02 0.01 0.01
�nnnnnnnnnnnnnnnnnn
littp:/Ihdsc,nws.noaa.gov/cgi-bin/hdsc[buiIdout.perl'?type=idf&units=us&series=pd&statenainc=NORTH+,.. 4118/2008

• Precipitation Frequency Data Server Page 1 of 4
� W11
POINT PRECIPITATION
{ FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 y..,,,'eV
SNEADS FERRY, NOR'm CAROLINA (31-8037) 34.55 N 77.4 W 49 feet
From "Precipitation -frequency Atlas of the Unitcd States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzyhok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
_ Extracted: Fri Apr 18 2008
`•r...5.��r.,o�.. h �-,� ".."_'S -1 f -w t ;- ..�,,. ;:. �,..- _.._,�,...- w�-•--.�r r. .. _
,t Confldence'l,ifnits I Seasonality, �I� LocationMapsy`�,�1, Other�lnfo �t.fiGlSidata, Ik Maps+�i^Help'I#lDocs=�; T UPS Map,;
tation Frequency Estimates (inches)
ARI* 5 15 30 60 120 4 7 10 20 30 45 60
years)
irs) min min min min min min 3 hr 6 hr 12 hr 24 hr 48 hr da da da da da da da
2 0.49 0.79 n 1.35 1.69 2.06 2.23 2.72 3.21 3-68� 4I 28 44 75� 55 6�� 7�� 9�9 112.33� i
C]
10
0.59 0.94
0.69 I.10
0.77 ! .22
1.18 1.63 2.04 2.52 2.72 3.31
3.91
4.48 5.17 5.75 6.60 7.27 9.49 11.64
14. 00 LE
1.39 1.97 2.53 3.20 3,47 4.25
L55 2.24 2.92 3.77 4.12 5.04
5.04
5.79 6:65 7.31
8.30 9.01 11.55 14.00
17.43 20.80
6.01
6.91 7.9 ] 8.60
9.70
10.44 13.23 15.88
19.75 23.34
These precipitation frequency estimates are based on a pa arti { durat'on series. ARI is the Average Recurrence Inlerval.
lText versfonW of 'table ,: please refer to the documentation for more informal on. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 Z6O(years)
minnmnmin minmin hr hr hr hr hr day day day day day day
0.85 L07 1.4- 1.82 2.2! 2.39 2.94 3.52 4.05 4.75 5.27 6.03 6.67 8.67 10.56 13.45 16.09
0 0.63 l .0l 1.27 1.75 2.20 2.70 2.92 3.59 4.28 4.93 5.76 6.38 7.25 8.01 10.32 12,54 15.91 19.01
0 0.74 1.18 l.49 2.12 2.72 3.43 3.72 4.59 EE 6.35 Efl ED 9.11 1 9.90 12.54 E6 19-02 22.41
10 0.82 1.32 1.67 2.41 3.14 4A4 4.41 5.45 6.56 7.SS 8.78 9.52 10.63 11.46 14.34 17.09 21.56 25.11
25 0.93 1.48 1.88 2.78 3.70 4.88 5.39 6.68 8.09 9.35 10.88 11.57 F12.78 13.68 16.89 Ej8 25. 55 28.82
50 JIEEdg4E07KdF5.59 6.24 7.75 9.43 10.9 U.74 HE 14.64 15.56 19.00 22.16 28.04 3 i .76
l00 i .09 l .74 2.20 3.37 4.64 6.35 7.16 8.41 10.9 I ! 2.59 14.79 15.24 16.63 17.56 21.28 24.47 31.07 34.72
200 1.18 L87 2.36 3.67 S. I S 7.16 8.18 10.22 12.57 ] 4.51 17.14 17.36 18.78 19.75 23.68 26.89 34.18 37.84
500 1.29 2.04 2.57 4.09 5.86 8.34 9.69 12.l5
15.09 17.41 20.69 20.87 22.04
22.99 27.19 30.30 3$.67 42.14
11i00
1.38
2.17
2.73
4.42
6.45
9.33
10.99 13.81
17.29
19.98 23.83 23.99 24.78
25.66 30.00 32.99 42.34 45.53
l he upper bound of the contidence interval at 901/. conliclence level is the value which 5% of the simulated quantlle values for a given frequency are greater than.
" These precipitation frequency estimates are based on a partial durationseries. ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
l * Lower bound of the 90% confidence interval
L Precipitation Frequency Estimates (inches)
WMo 1530 60 120Fhr
6 Fhr]
24 48 4 7 10 20 30 45 60
min min min min minFhrhr hr day day day day day day day
l 0.46 0.74 0.92 1.26 1.57 1.93 2.09 2.53 2.95 3.38 3.88 4.30 5.00 5.55 7.37 9.13 11.4! 13.98
1__ J 0.55 0.87 1.10 L52 1.90 2.35 2.55 3.07 3.58 4. I l 4.69 5.21 6.03 6.6E 8.77 10.86 13.49 ! 6.49
�nnnnnnnnnnnnnnnnnn
littp://hdsc.iiws.tioaa.gov/cgi-bin/hd,,c/buildout.perl?type=pf&units=us&series=pd&statename=NORTH+C... 4/19/2008

EOD Building t' C292 Addition
MCB Camp Lejeune
Jacksonville, North Carolina
��
Section D: MAPS
Goldzboro To nztnn Oovcr ow Bern
Tcr,ca+aro
TrenSan OAK GROVE
Seven ° CHERRY POINT /
Springs Polldcksville
M,. 411ve Havelock wa�
Fink Corntort Aloynvllla r
Hi11 ! f
Richldhds eau1.0 +
S' otahead Ci,y �r
K'onyow /
Baultivlllo `.
dacksonvillo
Magr+olia wan; eo
Rosehill!P P
Dixon CO
Wallace
Folk,wr�
'. Hoy ivdge
Barra.
Words Corner
mpstcad �
a t Hill
vP
14c me
Delco Wilmington ',
Bolton t elnrld l Nr
VICINITY MAP
EASTERN NORTH CAROLINA
7

EOD Building FC292 Addition
MCI3 Camp Lejeune
Jacksonville, North Carolina
•
•
•
Section D: MAPS (continued)
PROJECT SITE LOCATION MAP
MARINE CORPS AIR_ STATION CHERRY POINT

G01l Building FC292 Addition
MCII Camp Le,jeune
Jacksonville, North Carolina
0 Section E: NORTH CAROLINA P.E. EXEMPTION LETTER
The following pages outline the exemption of the use of the P.E. stamp on projects
prepared by U.S. Government personnel for work done on government owned works and
projects.
•
0

EOD Building FC292 Addition
MCB Camp Lejeune
Jacksonville, North Carolina
•
NORTH CAROLINA
STATE BOARD OF REGISTRATION
FOR
PROFESSIONAL ENGINEERS AND LAND SURVEYORS
5 X FORKS ROAD
March 30, 1993 3620 RALEIGM N.0 N.C.
49191761-9499
19191 781-9547
R. LARRY GREENS RLS
C.MAMAN
wILL,AMI T. sTEUER,PE, RLS
Mr. James E. Butler, PE
V¢c�wuwran
BOBBY M. LONG. RLS
Department of the Navy - Atlantic Division
s" "� ""
Naval Facilities Engineering Command
RAY C. ANDER5, RLS
J. ALeCRT BASS, JR. PE RLS
1510 Gilbert Street
J. RICHARD COTTINGHAM, PC RLS
Norfolk, Virginia 23511-2699
HELEN W. MERRITf. Puauc MEMBER
DANA H. RUCKER, PC RLS
FRANK L TURNER, PUBUC MEMBER
Dear Mr. Butler:
JERRY T. CARTER
E.ccum Sccrcr.
In accordance with your written request of March 25, 1993, I am enclosing
for your information a copy of The North Carolina Engineering and Land
Surveying Act, G. S. 89C.
I will refer your attention to G. S. 89C-25 which provides limitations on the
application of the Statute. Paragraph 6 specifically exempts "Practice by
members of the armed forces or employees of the government of the "
United States while engaged in the practice of engineering or land
surveying solely for said government on government -owned works and
projects."
This exemption should not be construed as to allow engineering services to
be provided to the Department of the Navy by non -registered contract
employees. For any such circumstance, a North Carolina registrant would
need be in responsible charge of any engineering services to be provided for
a North Carolina project,
I trust this information will be of some service and ask that you contact me
if this office can be of further assistance.
JTC/jsa
Enclosures
•
Sincerely,
J ry T. Carter
Executive Secretary
rt

EQD Building FC292 Addition
MCB Camp Lejeune
Jacksonville, North Carolina
R mydeem sufficient. reissue a certificate of registration or
aut» nation, provided that a majority of the members of
" Board vote in favor of such issuance. (1921, c. 1, s.10;
C.S.. s.60550); 1939, c.218, s.2; 1951, c.1084, s.1;
1953. c. t 0a 1, s.10; 1957. c.1060, s.5; 1973. c.1331,
s.3; 1975, c.681, s.1; 1981, c.789; 1989, C.669, s.1.)
ii 89C-23. Unlawful to practice engineering or land
surveying without registration; unlawful use of title or
terms; penalties; Attorney General to be legal adviser. -Any
person who shall practice, or offer to practice, engineering
or land surveying in this State without first being registered
in accordance with the provisions of this Chapter, or any
person, firm, partnership, organization, association,
corporation, or other entity using or employing the words
'engineer' or 'engineering' or 'professional engineer' or
professional engineering' or 'land surveyor' or 'land
surveying,' or any modification or derivative thereof in its
name or form of business or activity except as registered
under this Chapter or in pursuit of activities exempted by
this Chapter, or any person presenting or attempting to use
the certificate of registration or the seal of another, or any
person who shall give any false or forged evidence of any
kind to the Board or to any member thereof in obtaining or
attempting to obtain a certificate of registration, or any
person who shall falsely impersonate any other registrant of
like or different name, or any person who shall attempt to
use an expired or revoked or nonexistent certificate of
registration, or who shall practice or offer to practice when
not qualified, or any person who falsely claims that he is
registered under this Chapter, or any person who shall
violate any of the provisions of this Chapter, in addition to
injunctive procedures set out hereinbefore, shall be guilty of
a misdemeanor, and may, upon conviction, be sentenced to
pay a fine lof) not less than one hundred dollars ($100.00),
nor more than one thousand dollars 01,000), or suffer
imprisonment for a period not exceeding three months, or
both, in the discretion of the court. In no event shall there
be representation of or holding out to the public of any
engineering expertise by unregistered persons. It shall be
the duty of all duty constituted officers of the State and all
political subdivisions thereof to enforce the provisions of
this Chapter and to prosecute any persons violating same.
The Attorney General of the State or his assistant shall
act as legal adviser to the Board and render such legal
assistance as may be necessary in carrying out the
provisions of this Chapter. The Board may employ counsel
and necessary assistance to aid in the enforcement of this
Chapter, and the compensation and expenses therefor shall
be paid from funds of the Board. (1921. c. 1, s. 12; C. S.,
s. 6055(n); 1951, C. 1084, s. 1; 1975, c.681, s. 1.)
11 89C-24. Corporate or partnership practice,. of
engineering or land surveying. -A corporation or partneiship
may engage in the practice of engineering or land surveying
in this State, provided, however, the person or persons
connected with such corporation or partnership in charge of
the designing or supervision which Constitutes such practice
is or are registered as herein required of professional
r engineers and registered land surveyors. The same
exemptions shall apply to corporations and partnerships as
apply to individuals under this Chapter, provided further,
that all corporations hereunder shall be subject to the
provisions of Chapter 558 of the General Statutes of North
Carolina {1921, c. 1, s. 14; C. S., s. 6055(p); 1951, C.
1084, s. 1; 1969, c. 718, s. 18; 1975, c. 681, s. 1.)
I 89C-25. Limitations on application of Chapter. -This
Chapter shall not be construed to prevent or affect:
The practice of architecture, landscape
architecture,. or Contracting or any other legally
recognized profession or trade; or
The practice of professional engineering or land
surveying in this State or by any person not a
resident of this State and having no established
place of business in this State when this practice
does not aggregate more than 90 days in any
calendar year, whether performed in this State or
elsewhere, or involve more than one specific
project; provided, however, that such person is
legally qualified by registration to practice the
said profession in his own state or country, in
which the requirements and qualifications for
obtaining a certificate of registration are
satisfactory to the Board; in which case the
person shall apply for and the Board will issue a
temporary permit; or
The practice of professional engineering or land
surveying in this State not to aggregate more
than 90 days by any person residing in this State,
but whose residence has not been of sufficient
duration for the ' Board to grant or deny
registration; provided, however, such person shall
have filed an application for registration as a
professional engineer or registered land surveyor
and shall have paid the fee provided for in G. S.
89C-14, and provided that such a person is
legally qualified by registration to practice
professional engineering or land surveying in his
own state or Country in which the requirements
and qualifications for obtaining a certificate of
registration are satisfactory to the Board, in
which case the person shall apply for and the
Board will issue a temporary permit; or
Engaging in engineering or land survaying as an
employee or assistant under the responsible
charge of a professional engineer or registered
land surveyor or as an employee or assistant of a
nonresident professional engineer or a non
resident registered land surveyor provided for in
subdivisions (2) and (3) Of this section, provided
that said work as an employee may not include
responsible charge of design or supervision; or
The practice of professional engineering or land
surveying by any person not a resident, of, and
having no established place of business in this
State; as-a-Consultingassociate of a professional
engineer or registered land surveyor registered
under the provisions of this Chapter; provided,
the nonresident is qualified for such professional
service in his own state or country; or
Practice by members of the armed forces or
employees of the government of the United
States while engaged in the practice of
engineering or land surveying solely for said
government on government owned works and
projects; or

EOD Ituilding 1±C292 Addition
MCB Camp Le,jeune
{acksonville, North Carolina
0 Section F: PROTECT CONSTRUCTION PLANS
s
Ell
12

EOD Building FC292 Addition
MCI3 Camp Lejeune
,Jacksonville, North Carolina
IDSection G: PROJECT CONSTRUCTION SPECIFICATIONS
40
•
13

STORMWATER MANAGEMENT PERMIT
0 APPLICATION DOCUMENTS
FOR
P-1224 EOD BUILDING FC292 ADDITION
MCB CAMP LEJEUNE
JACKSONVILLE, NC
OWNER:
COMMANDING OFFICER
MARINE CORPS BASE CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
PREPARED BY:
NAVFAC MID -ATLANTIC
April 2008
NAVAL FACILI'I IES I?NGINEERING COMMAND MID -ATLANTIC
Marine Corps North Carolina 1PT
6506 Hampton Blvd.
Norfolk, VA 23508-1278
is

•
•
0
P-1224 EOD BUILDING FC292 ADDITION
MCI3 Camp Lejeune
Jacksonville, North Carolina
TABLE OF CONTENTS
Section Title
Section A Stormwater Management Permit Application Form & Bioretention Supplemental
Sheet
Section B Project Narrative
Section C Calculations
Section D Maps
Section E Department of Defense Exemption Letter from the NC Board of Registration for
Professional Engineers and Land Surveyors
Section F Project Construction Plans
Section G Project Construction Specifications
Section H Soils Report

EOD Building FC292 Addition
MCB Camp Lejeune
Jacksonville, North Carolina
0 Section A: STORMWATER MANAGEMENT APPLICATION
Ll�
•

EOD Building FC292 Addition
NICB Camp Lejeune
Jacksonville, North Carolina
• Section B: PROJECT NARRATIVE
PROJECT DESCRIPTION
This project consists of the construction of an addition to the existing Building FC292
Operations Facility Complex for the Explosive Ordnance Disposal Team at Marine Corps Base
Camp Lejeune. The new Operations Facility will be a 7,888-sf (732 m2) free-standing, one-story
brick on slab structure. The project will also consist of a 58,807-sf (5463 m2) concrete paved
tactical vehicle parking lot and a 12,176-sf (1131 m2) POV bituminous concrete paved parking
lot.
SITE DESCRIPTION
The site for the new EOD Facility is located on the north side of McHugh Boulevard
approximately 1,000 feet west of the intersection with Sneads Ferry Road in the French Creek
area of Camp Lejeune. Building FC51, an Electronics and Communications Maintenance facility
is located immediately to the east of the EOD site, facing Sneads Ferry Road. The existing EOD
0 Building is located just south of the new EOD Addition site.
EXISTING SITE DRAINAGE
The stream classification of the outfall is SC; NSW as determined from the state stream
classification database. The soil at the site is Baymeade fine sand (BaB) according to USDA Soil
Survey of Onslow County. This a well -drained sandy soil characterized by rapid infiltration and
slow runoff. The hydrologic soil group is group "A". Soil borings performed at the site
indicated the soil has a Unified Soil Classification System (USCS) classification of (SP-SM, SM,
SP). Test borings typically encountered intermittent layers of very loose to dense slightly silty,
silty and clean sands. Groundwater was not encountered in the borings to the depths drilled, ten
(10) feet. Due to the high sand content of the subsoil, the infiltration/permeability capability of
these soils is high. The infiltration rates ranges from 2.2 to 4.2 inches per hour. The seasonal
high water table was estimated to average around 60 inches below existing grade. The existing
EOD building; was designed and constructed in 2006 with bioretention as the BMP selection and
the SHWT found to be around the 22.7 (6.91m) elevation which was investigated and approved
by NCDENR, please see attached Site Soils Investigation form from that project. This project
has chosen bioretention as the selected BMP because of the in -situ soil characteristics and the
success of the existing bioretcntion basins currently in use on site.
3

EOD Building FC292 Addition
MCB Camp Lejeune
Jacksonville, North Carolina
r-�
I
' I
POST DEVELOPMENT DRAINAGE
Runoff from the new development will be controlled through overland flow over sodded grassed
areas, grass lined swales and bioretention areas to treat the first 1-1/2 inch of runoff from the
developed areas. The runoff will be directed to sheet flow directly to proposed bioretention
basins through a vegetative filter or will flow towards new vegetated swales and allowed to flow
into the proposed grassed bioretention basins. Piping is only provided under the new gravel
access drive crossing. Overflow of high flows will spill over bioretention basin and sheet flow
through newly sodded areas into the existing woodlands.
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES
. Temporary Gravel Construction Entrance/Exit: A temporary gravel construction entrance
will be installed off of the existing access road leading to the new building construction
location. (NCSCC ESCM Std. 6.06).
2. Land Grading: Grading will be required on approximately 2.10 acres. The building,
parking lot, and access road will be located on the higher fill areas. All cut and fill slopes
will be 3:1 or flatter to avoid instability due to wetness. (NCSCC ESCM Std. 6.02).
3. Temporary Silt Fence: Provided around the site to prevent debris and sediment from
migrating to downstream drainage courses (NCSCC ESCM Std. 6.62).
4. Rock Check Dams: Provided at entrances to pipe culverts in ditches and swales to reduce
erosion by restricting velocity of flow (NCSCC ESCM Std. 6.83).
5, Sod: Provided in all new ditches and swales to maintain bank stability.
6. Outlet Stabilization Protection: Provided at new Swale system outfall to prevent erosion
by reducing the velocity of flow and dissipating the energy (NCSCC ESCM Std. 6.41).
7. Temporary Seeding: See Specifications
CONSTRUCTION SCHEDULE
1. Obtain plan approval and other applicable permits.
2. Flag the limits of construction.
3. Install check dams in all existing ditches and swales as indicated.
4. Install temporary gravel construction entrance.
4

EOD Building; FC292 Addition MCB Camp Le,jeune
Jacksonville, North Carolina
5. Install temporary silt fence around the site and around bioretention basins as indicated.
6. Rough grade site, stockpile topsoil, construct swales, culverts and storm drain system.
7. Finish slopes around building upon completion of rough grading. Leave slightly rough and
vegetate and mulch immediately.
8. Complete final grading for roadway, drives and stabilize with gravel.
9. Complete construction of new building and final grading for the building.
10. Complete final grading of the grounds, topsoil critical areas and permanently vegetate,
landscape and mulch.
11. After site is stabilized, remove all temporary measures and install permanent vegetation on
disturbed areas.
MAINTENANCE PLAN
I. All erosion and sediment control practices will be inspected weekly and within 24 hours of a
0.5-inch rainfall event. A rain gauge shall be installed to measure rain events. Needed
•
repairs will be made immediately to maintain all practices as designed.
2. Sediment will be removed from behind the sediment fence when it becomes about 0.5 ft deep
at the fence. The sediment fence will be repaired as necessary to maintain a barrier.
3. All disturbed areas will be sodded as permanent vegetation and temporary measures will be
seeded, fertilized, reseeded as necessary, and mulched according to the specifications in
Section 32 92 19 Seeding.
VEGETATIVE PLAN
See specification Section 32 92 19 Seeding and 32 92 23 Sodding.
Prepared by:
Jason M. Frick, P.E.
Civil Engineer
MCNC IPT
Naval Facilities Engineering Command - Mid -Atlantic
9742 Maryland Avenue
Norfolk, VA 23511
PH [phone]
[e-mail]
5

EOD Building FC292 Addition
MCB Camp Lejeune
Jacksonville, North Carolina
•
•
•
Section C: CALCULATIONS
DESIGN PARAMETERS
The Rational method was used to calculate peak flows and the Simple method was used
to calculate the runoff storage volume. TR-55 was used to complete the time of concentration
values. An OF chart for Sneads Ferry, NC was used and was obtained from the NOAA web site.
Grassed areas were assigned a "C" factor value of 0.15 and paved areas were assigned a value of
0.95,
See the following pages for the Sneads Ferry, NC IDF chart and for tabulated results of
the calculations. Refer to Section F for plans of the proposed drainage design.
an

0
i
a

4�
a .
r
a,� 1
STORMWATER MANAGEMENT CALCULATIONS
P-1224 EOD BUILDING FC292 ADDITION
1IC13 CAAIP LEJEUNE, JACKSONVILLE, NC
W
*qAL METHOD:
DESIGN STORM: 10-yr frequency storm
PROJECT DISTURBED AREA
3.66 Acres 159,553 sf
TOTAL SITE DRAINAGE AREA 3.71 Acres 161,397 sf
PRE -DEVELOPED SITE IMPERVIOUS AREA
Project Site is Undeveloped _
Total Impervious Area 0.000 Acres 0 sf
POST -DEVELOPED SITE IMPERVIOUS AREA
Asphalt Pavement
0.280 Acres
12,176
sf
Concrete Pavement
1.350 Acres
58,807
sf
Concrete Sidewalks
0.027 Acres
1,163
sf
New Building
0.181 Acres
7,888
sf
Total Impervious Area 1.837 Acres 80,034 sf
PERCENT IMPERVIOUS AREA = 1.84 Acres = 49.6%
3.71 Acres
•

STORMWATER MANAGEMENT CALCULATIONS
P-12241 EOD BUILDING FC292 ADDITION
MCH CAMP LEJF.UNF, JACKSONVILLE, NC
0TIONAL METHOD:
DESIGN STORM: 1-yr, 24-hr frequency storm
i
DRAINAGE AREA B1 0.64 Acres 27.791
PRE -DEVELOPED SITE IMPERVIOUS AREA
Project Site is Undeveloped
Total Impervious Area 0.000 Acres 0 sf
POST -DEVELOPED SITE IMPERVIOUS AREA
Asphalt Pavement
0.280 Acres
12,176
sf
Concrete Pavement
0.000 Acres
0
sf
Concrete Sidewalks
0.018 Acres
777
sf
New Building
0.000 Acres
0
sf
Total Impervious Area
PERCENT IMPERVIOUS AREA = 0.30 Acres = 46.6%
0.64 Acres
0.297 Acres 12,953 sf
t ,ti DESIGNATION
A A ,
DRAIN r ,DRAIN C x A C x A Tc RAIN RU
AREA a i INCR I ACCUM TIME • FALL V
jsq' A . ,, + R 1 4',r' �: COEOFF�i ",, . '' .....{ .. r 3." ..., :, .., , F.S,:.. {hr}.! . LL.. FF,,
ac , . cfs
PRE -DEVELOPED
27,791
0.64
0.15
0,10
0.10
15.00
3.95
0.38
POST -DEVELOPED
27,791
0.64
0,52
0.33
0.33
1 5.00
5.94
2.00
Value of Runoff Coefficient
"C" for Rational Formula
C
WOODLANDS
0.15
GRASSED, Good Condition
0.15
ASPHALT =
0.95
BUILDING =
0.95
CONCRETE =
0.95
DESIGNATION BUILDING ASPHALT WOODLANDS CONCRETE ` GRASS` ''°AREA" WT. "C A C
„ s.q. f.t.; ,=,,s:q: f t.., :, s:q. f.t.lo LL'.", s:q.rfA, acres
PRE -DEVELOPED
0
0
27,807
0
0
0.64
0.15
0,10
POST -DEVELOPED
0
12.176
0
777
14,838
0.64
0.52
0.33
0
References:
Rainfall intensity - OF ter Wilmington was used, TatAe 8.03c.

STORMWATER MANAGEMENT CALCULATIONS
P-1224 EOD BUILDING FC292 ADDITION
MCIS CAMP LEJEUNE, JACKSONVILLE, NC
&TIONAL METHOD:
DESIGN STORM: 1-yr, 24-hr frequency storm
L
DRAINAGE AREA B2 2.15 Acres 93,618 sf
PRE -DEVELOPED SITE IMPERVIOUS AREA
Project Site is Undeveloped
Total Impervious Area
POST -DEVELOPED SITE IMPERVIOUS AREA
0.000 Acres 0 sf
Asphalt Pavement 0.000 Acres 0 sf
Concrete Pavement 1.314 Acres 57,221 sf
Concrete Sidewalks 0,002 Acres 88 sf
New Building 0.091 Acres 3,944 sf
Total Impervious Area 1.406 Acres 61,253 sf
PERCENT IMPERVIOUS AREA = 1.41 Acres = 65.4%
2.15 Acres
BRAIN . DRAIN RUN-OFF C x A C x A Tc y `'RAIN, ,, RUNOFFj
C.
�IOESIGNATION + „g��yftr+'i AREA�t}I'''r�'-,`AREA,"' ' i t I �I '�INCR.�� I 'ACCUM. � ''TIME" :FALL��
{ ) x_, .+ �, r .i" ' I ' ° l {hrj';";:. ,(in. hhr)f
r.,., sg. ft. 4 ac COEFFf J+1 < ,i
PRE -DEVELOPED
93,618
2.15
0.15
0.32
0.32
15.00
3.95
1.28
POST -DEVELOPED
93,618
2.15
0.67
1.45
1.45
5.00
5.94
8.67
Value of Runoff Coefficient
"C" for Rational Formula
C
WOODLANDS
0.15
GRASSED, Good Condition
0.15
ASPHALT =
0.95
BUILDING =
0.95
CONCRETE =
0.95
--" DE_51GNATION, BUILDING_'TT ASPHALT WOODLANDS 'CONCRETE r GRASS AREA 'WT;".0 A C ,,,
�rl ,,n; , ' + s.q. f.t. w> I F S!wf.t. ;0 , `1r' s:q. f.t. " s.q., ` s.q s f.t.
PRE -DEVELOPED
0
0
93,618
0
0
2.15
0.15
0.32
POST -DEVELOPED
3,944
0
0
57,309
32,365
2.15
0.67
1.45
References:
Rainfall intensity - IDF for Wilmington was used, TaNe 8,03c.

STORMWATER MANAGEMENT CALCULATIONS
P-1224 LOD BUILDING: FC292 ADDITION
MCII CAMP LEJEUNE, JACKSONVILLE, NC
0TIONAL METHOD:
DESIGN STORM: 1-yr, 24-hr frequency storm
C_
DRAINAGE AREA 133 0.92 Acres 39.988 sf
PRE -DEVELOPED SITE IMPERVIOUS AREA
Project Site is Undeveloped
Total Impervious Area
POST -DEVELOPED SITE IMPERVIOUS AREA
0.000 Acres 0 sf
Asphalt Pavement 0.000 Acres 0 sf
Concrete Pavement 0.036 Acres 1,586 sf
Concrete Sidewalks 0.007 Acres 298 sf
New Buildinq 0.091 Acres 3,944 sf
Total Impervious Area 0.134 Acres 5,828 sf
PERCENT IMPERVIOUS AREA = 0.13 Acres = 14.6%
0.92 Acres
11 l , j 1111'4 DRAIN 1 , DRAIN'd� , ' RUN OFF R{ja' k': C x A 'i C! x A `Tc RAIN­7 —RUNOFF
DESIGNATION }r, AREAt i ri«AREA � r' 'a,1�C0EFF �} t ' INCR ' � fACCUM TIME" FALL I iQ '
(sgft.},
PRE -DEVELOPED
39,988
0.92
0.15
0.14
0.14
15.00
3.95
0.55
�0,24
POST -DEVELOPED
39,988
0.92
0.27
0,24
10,00
4,74
1.17
Value of Runoff Coefficient
"C" for Rational Formula
C
WOODLANDS
0,15
GRASSED, Good Condition
0,15
ASPHALT =
0.95
BUILDING =
0.95
CONCRETE =
0.95
W7 ADESIGNATION BUILDIN0',"AHT lWOODLANDS CC
„.s. 4'1SgfL �OsN. qRf.Et:Tr E G�A55-REA,
cres, I"rs.f. na,
PRE -DEVELOPED
0
0
39,988
0
0
0.92
0.15
0.14
POST -DEVELOPED
3,944
0
0
1,884
34,160
0,92
0,27
0.24
is
References:
Rainfall intensity - OF for Wilmington was used, Table 8,03c.

El
•
JMF P-1224 ECD Addition
Pre -Developed Conditions
Cnslow County, North Carolina
Sub -Area Time of Concentration Details
Sub -Area
Flow
Mannings's End Wetted
Travel
Identifier/
Length
Slope n Area Perimeter
Velocity Time
--------------------------------------------------------------------------------
(ft)
(Et/ft) (sq ft) (ft)
(ft/sec) (hr)
Existing
SHEET
100
0.0260 0.400
C.272
SHALLOW
130
0.0260 0.050
0.014
Time of Concentration .286
9 WinTR-55, Version 1.00.08 Page 1 4/22/2008 9:30:53 AM

9
11
3MF P-1224 ECD Addition
Developed Conditions for Drainage Area B1
Onslow County, Forth Carolina
Sub -Area Time of Concentration Details
Sub -Area
Flow
Mannings's End Wetted
Travel
Identifier/
Length
Slope
n Area Perimeter
Velocity Time
--------------------------------------------------------------------------------
(ft)
(ft/ft)
(sq ft) (ft)
(ft/sec) (hr)
B1
SHEET
98
0.0120
0.011
0.021
SHALLOW
37
0.0050
0.050
0.009
Time of Concentration 0.1
(a WinTR-55, Version 1.00.08 Page 1 4/22/2008 10:57:40 AM

JMF P-1224 EOD Addition
Developed Conditions for Drainage Area H2
Onslow County, North Carolina
Sub -Area Time of Concentration Details
Sub -Area
Fiow
Mannings's End Wetted
Travel
Identifier/
Length
Slope n Area Perimeter
Velocity Time
---------------------------------------------------------------------------------
(ft)
(ft/ft) (sq ft) (Et)
(ft/sec) (hr)
S2
SHEET
100
0.0120 0.011
0.021
SHALLOW
182
0.0120 0.025
0.023
Time of Concentration 0.1
Ci7
isWinTR-55, Version 1.00.08 Page 1 4/22/2008 10:59:05 AM

•
�1J
JMF P-1224 EOD Addition
Developed Conditions for Drainage Area B3
Onslow County, North Carolina
Sub -Area Time of Concentration Details
Sub -Area
Flow
Mannings's End Wetted Travel
Identifier/
Length
Slope n Area Perimeter Velocity Time
--------------------------------------------------------------------------------
(ft)
(ft/ft) (sq ft) (ft) (ft/sec) (hr)
B3
SHEET
25
0.0220 0.240 0.064
CHANNEL
345
1.590 0.060
Time of Concentration .124
40 WinTR-55, Version 1.00.08 Page 1 4/22/2008 11:04:34 AM

OPEN CHANNEL FLOW CALCULATIONS
P-1224 EOD BUILDING FC292 ADDITION
NICIS CANIP LEJEUNE, JACKSONVILLE, NC
0 MANNINGS EQUATION:
where:
V = average velocity in the channel in ftlsoc 1.49
n = Manning's roughness coefficient, based upon the lining of the channel v — X +S 2 / 3 X R 1/2
R = hydraulic radius, wetted cross -sectional arealwetted perimeter in ft 17
S = slope of the channel in flIft
Q = flow in the channel in cfs
A = cross -sectional area of flow within the channel in f 12 Q = AV
V a average velocity in the channel in ftlsec
DESIGN STORM: IOyr frequency storm
DRAINAGE AREA B2
SOUT1IWFSC OF TACTICAL VF.1110EL PARKING AREA, COLLFCTS RUNOFF FROM BUILDING AND CONCRETE PARKING AREA
TO THE PROPOSED BIORETENTION BASIN H2
PERVIOUS AREA TO SWALE — 0,784 ACRES
IMPERVIOUS AREA TO SWALE - 0.097 ACRES
WEIGHTED RUNOFF COEFFICIENT{ C) (NC E&SC FIG 8.03a)
COVER AREA
C
C z A
PERVIOUS 0.145
0.150
0.022
IMPERVIOUS 0.806
0.950
0.766
TOTALS 0.951
0.828
0.787
WEIGHTED C -0.83
TIME OF CONCENTRATION - IS MINUTES
RAINFALL INTENSITY (1) — 6.54 INRIR
(NC E&SC TABLE 8.03c)
RUNOFF- Q - C I A
Q - 0.83 X 6.54 INII I R X .806 ACRES - 4,375 CPS
Q 10 = 1.44 cfs 4. T
Proposed channel grade = 0.006 ft 1 k
Proposed vegetation = Bermuda Sod d
Permissible Velocity, = 5.0 ftls "(Table 14-2)
n = 0,035 �--- -- b
Channel Dimensions:
B = 2.0
D = 0.8
Z = 3.0
A = 3,52 sf
R = 0.50
VELOCITY = 2.11 fps < 5.0 OK
CAPACITY = 7.42 cfs a 4.375 OK
REFERENCES:
® NC T3MP Manual, July 2007Table 3-9)
" NC BMP Manual, July 2007
Depth @ 1.44 cfs = 1 0.62 It
Velocity @ 1.44 cfs =1 1.83 fps

J
OPEN CHANNEL FLOW CALCULATIONS
P-]224 EOD RIJILDING FC292 A DDITION
NICK CAMP LEJF,UNE_IACKS(INVILLE, NC
MANNINGS EQUATION:
where:
V = average velocity in the channel in ft/sec 1.49
n = Manning's roughness coefficient, based upon the lining of the channel V X s2 / 3 X R 1/2
R = hydraulic radius, wetted cross -sectional area/welted perimeter in h )2
S = slope of the channel in Rift
Q = flow in the channel in cfs
A = cross -sectional area of flow within the channel in ftA2 Q = AV
V = average velocity in the channel in ft/sec
DESIGN STORM: 10yr irequency storm
DRAINAGE AREA 133
NORTHEAST OF BUILDING, COLLECI'S RUNOFF FROM BUILDING AND GRASSFI) AREA BEIIIND BUILDING
TO THE PROPOSED BIORIII7?N'IION BASIN p3
V2R VIOUS ARIiA TO SWALE = 0.784 ACRES
IMPERVIOUS AREA10 SWALE=0.097 ACRES
WEIGHTED RUNOFF COEIl;IC11?N7(C ) (NC E&SC FIG 8.03n)
COVER AREA Cj
PERVIOUS 0.784 0.150
IMPI.RVIOUS 0J34 0.950
'I OTALS 0.918
WEIGH''( --.I) C = 0,24
itMl? OF CONCENTRATION = 15 MINUTES
RAINFALL INTENSITY ( I ) = 6.54 ENIHR
RUNOFF, =Q=CI A
Q=0.24 X 6.54 IN1HR X 0.919 ACRES= 1.44 CFS
CxA
0.118
0.127
0.245
INC F &SC TABLE 8.03c)
010 = 1,44 cfs r —
Proposed channel grade = 0.010 ft I ft I I
Proposed vegetation = Bermuda Sod d
Permissible Velocity = 5.0 ftls "Jable 14-2) i� z - f
n = 0.035
Channel Dimensions:
B = 2-0
D = 0.8
Z = 3.0
A = 3.52 st
R = 0.50
VELOCITY = 2.66 fps < 5,0 OK
CAPACITY = 9.43 cfs > 1.44 OK
REFERENCES:
NC BMP Manual, July 2007(Tab4e 3 9)
"' NC BMP Manual, July 2007
Depth @ 1.44 cfs = 0.31 ft
Velocity @ 1.44 cfs = 1.59 fps

Precipitation Frequency Data Server Page I of 2
POINT PRECIPITATION ,,'�'A�
FREQUENCY ESTIMATESr
FROM NOAA ATLAS 14
SNEADS FLRRV, NORTH CAROLINA (31-8037) 34.55 N 77.4 W 49 feet
Irons "Precipitation -Frequency Atlas of dfe United States' NOAA Atlas t4, Volume 2, Version 3
G.M. Bunnin, 6. Marlin, 13. Lin, T. Parrybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Fri Apr IH 2O09
Confidence Limits Seasonality Location Maps Other Info. GIS data 11 Maps j Help li Demons 1 U. p
ARIA` I S I 10
years) main min
5.94 4,74
�n 7.03 5. 22
Precipitation Intensity Estimates (in/hr)
30 [11-1�2Ornin min hr hr hr dak day day day day day
..71 L69 1.03 0.74 0.45 0.27 j Efl 0.09 0.05 0.03 0.03 0.02 O.OI 0.01
i.25 2.04 1.26 0.91 0.55 0.32 0.19 0.11 07067 0.04 0.03 0.02 0.02 0.01
5 i 8,22 16.59 5.55 3.95 2.53 1.60 1.16 -71 0.42 0.24 0.14 0.08 O.05 D.04 0.02 0.02 0.02 O.OI
l0 9.18 7.34 6.19 4.49 2.92 L88 1.37 0.84 0.50 0.29 0.16 4.09 O.OG 0.04 0.03 0.02 0.02 0.02
25 14.39 8.28 7.00 5.18 3.45 2.28 1.68 1.04 0.62 D.36 0.20 O.l I D.07 0.05 0.03 0.03 O.D2 0.02
5U l l .29 8.99 7.59 5.71 3.87 2.fi l 1.95 1.20 0.72 0.42 0.24 0.13 0.08 0.06 - 0.03 0.02 0.02
100 12,22 9.70 8.18 1 6.26 4.31 2,97 2.23 1.38 0.84 0.48 0.2$ 0.14 O.D9 0.07 0.04 4.03 0.03 0.02
2f1U 13.13 10.40 K5j 6.81 4.78 Efl EE I.S9 0.96 0.56 0.32 O.16 0.10 0.07 EE 0.03 0.03 0.02
500 l4.30 I1.31 9.49 7.55 5.42 3.88 3.O1 1.88 1.15 0.66 0.39 0.20 0.12 O.D9 0.05 D.04 D.03 0.03
10U(1 15.2fi 12.02 lO.Ofi 8.15 595 4.33 3,41 2.14 1.32 0.76 0.44 0.22 0.13 0.10 0.06 0.04 0.04 0.03
Text version of table These precipitation frequency estimates are based on a partial duration series, ARI is the Average Recurrence Interval.
Please refer 10 the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
Adbk
inn
1.95
t.7 I
60
' Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI * 15 30 48 4 3} 45 60
ff
r hhrh
dy02(years) min
r day day day day day
PIT 12 4,2fi 2.92 1.82 1. l0 0.80 0.49 0.29 0. l 7 0.10 0.05 0.04 0.03 0.02 0.01 0.01 0.0 f
7.57 fi.06 5.08 3.5 12.20
1.35 0.97 0.60 0.35 0.21 0. ! 2 0.07
U.04 4.03 0.02 0.02 0.01 0.01
8.84 7.09 5.98
4.24 2.72
1.71 1.24 477 0.46 FO 26]EE O 08
0.05 0.04 0.03 0.02 4A2
0.02
1[1
9.88 7.90 6.66
4.82 3. 14 2.02
1.47 0.91 0.54 0.3 I 0. ! 8
0.10 O.U6 O.OS 0.03 0.02
0.02
0.02
25
I I.iS 8.$8 7.50 5.56 3.70 2.44
1.8(1 1.12 D.67 D.39 0.23
D.12 O.68 0.06 0.04 O.U3
0.02 OA2
50
l2. ! 2 9.65 8. ! 97 6. ! 4 EE 2.79 2 O9 Efl E7fl 0.45 0.27 0. l4 OA9 0.06 0.04 0.03 0.03 0.02
lU0
13.14 10.44 8.80 fi.74 4.64 3.17 2.39 1.49 0.91 0.52 0.31 0.1fi 0.10 0.07 0.04 0.03 0.03 0.02
9.44 7.35 5. 15 FE 2.72 1.71 1.04 O.fiD 10.36 0. l 8 0. l 1 0.08 0.05 0.04 0.03 0.03
500
15.48 12.24
10.27 8.17 5.86 4.17 3.23 2.03 1.25 0.73 0.43 0.22 0.13 0. I D 0.06 0.04 D.04 D.03
1000
16.57 13.U4
] 092 8.84 6.45 4.67 3.66 2.31 1.43 0.83 0,50 0.25 0. ] 5 D.1 1 O.OG D.OS 0.04 0.03
ne upper Mund of the cennaence interval at ao r commence revel 4 the value wnicn 5i or the simulated quantire values for a given frequency are greater tnan.
"These precipitation frequency estimates are based an a partial duration series. AM is the Average Recurrence Interva4.
Please refer to the doccumentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Lower bound of the 90 % confidence interval
Precipitation Intensity Estimates (in/hr)
3(}60 120MF6 12 24 48 4 7 10 20 3U 45 6(1[�2,-10i"-15-,
min min min min min r hr hr hr day day day day day day day
l 5.53 4.42 3.68 2.52 [E5fl 0.96 0.70 0.42 0.24 0.14 0.08 I 0.04 0.O3 0.02 I 0.02 0.01 0 01 0.01
G.55 5.24 4.39 3.03 1. 00 Kfl 0.85 I ED EEI 0.17 I 0.10 I El 0.04 1 EE 0.02 D.02 0.01 OAI
�nnnnnnnnnnnnnnnnnn
http://Iidse.tiws.noaa.gov/cgi-bin/hdsc/buiIdout.perl?type=idf&units=us&series=pd&statenarne=NORTH+... 4/ 18/2008

Precipitation Frequency Data Server
Page 1 of 4
POINT PRECIPITATION
EN FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
SNEADS FERRY, NORTH CAROLINA (31-8037) 34.55 N 77.4 W 49 feet
from "Precipilation-Frequency Atlas offhc United Slates" NOAA Atlas I4, Votumc 2, Version 3
G.M. ©unnin, 1). Martin, 13. Lin, T. Parzyhok. M.Ycktu, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Exlrarcted: Fri Apr 18 2(X)8
Confidence Limits
Seasonality
Location Maps
Other Info.
G! d to
Maps
Help
Precipitation Frequency Estimates (inches)
ARI* 5 10 15 30 60 [2"47 10 20 30 45 60 n 3 hr(years)
min min mm min min in - day day day day d_ay day day
L.. 10.49 0.79 0.99 1.35 1.G9 2.06 2.23 2.72 3.21 3.68 4.28 4.75 5.48 6.0G 7.98 9.79 12.33 14.95
0 0.59 0.94 1.18 1.63 2.04 2.52 2.72 Ej 3.91 4.48 5.17 5.75 6.60 7,27 9.49 1 1.64 14.60 17.63
0 0.69 E0 E9 E7 2.53 3.20 3.47 4.25 5.04 5.79 Efl 7.3 l 8.30 9.01 1 1.55 14.00 17.43 20.80
1[I 0.77 k.22 EE 2.24 2.92 3.77 4FI-2-1 5.04 6.01 6.91 7.9I KU 9.70 10.44 13.23 15.E 19.75 23.34
25 Q 87 1.38 1.75 2.59 3.45 4.57 5.05 6.20 7.44 8.5E 9.82 ]0.49 l 1.72 12.50 15.62 18.48 23.01 26.80
50 0.94 1.50 V 90 2.86 3.87 5.22 5.85 7.19 8.69 9.98 171 .49 12.09 13.41 14.21 17.58 20.57 25.66 29.52
t0U I .U2 1.62 2.04 3.13 4.31 593 6.7 l 8.29 10.07 1 ! .56 13.34 13.83 15.22 E4 19.64 22.69 28.40 32.28
20[I 1.09 ] .73 2. l 9 3.4 ! 4.78 6.69 7.66 9.44 11.61 13.32 15.41 15.72 17.17 Fig .00 2 l .82 24. 88 31.26 35.07
5[IO 1.19 1.89 2.37
3.78 5.42 7.77 Ej
11.28 13.91 15.94
HE18.80 19.99 20.80 24,88 27.88
35.22 38.84
10[10 1.27 2.00 2.52
4.D7 5.95 8.G6 10.23
12.79 15.91 18.19
21.26 21.44 22.32 23. l i 27.34 30.22
38.38 41.74
Text version of table These precipitation frequency estimates are based on a partiai duration Series, ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
Ask
Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** [4FIO�FBIPO 6{1 120 3 6 12 24 48 4 [QF170F27
304560(years)
min min in min min hr hr hr hr hr day day 11 day ILLayjl day 11 day
�'_J 0.53 0.85 1.07 1.46 1.82 2,21 2.39 2.44 3.52 4.05 4.75 5.27 I 6.03 6.67 8.67 V0,56 13.45 16.09
1.27 1.75 2,20 2.70 2.92 3.59 4.28 4.93 5.76 6.38 7.25 8.61 l0.32 E54 FE1 19. 11
0.74 1.18 l .49 2,12 2.72 3.43 3.72 4S9 5.49 C.35 7.38 8.10 9. I 1 9.90 12.54 EgEgEj1
lU 0.82 l .32 I.67 2.4 t 3. ! 4 4.04 4.4 I 5.45 6.56 7.55 8.78 9.52 170 .63 1 1,46 I4.34 17.09 21.56 25.1 1
25 0.93 1.48 EE 2.78 3.70 4.88 Efl 6.68 8.09 9.35 10.88 11.57 12.78 13.68 16.89 19.88 EN28.82
51) 1.01 I .f., 12.04 3.07 4.16 5.59 6.24 7.75 9.43 10.89 12.74 13.3 I 14.64 15.5-IF-09.0 22.16 28.04 31.76
10[1 1.09 1.74 2.20 3.37 4.64 6.35 7.16 8.9 I ] 0.91 12.59 14.79 15.24 16.63 17.56 21.28 24.47 31,07 34.72
20[I 1.18 1.87 2.36 3.67 5.15 7. i 6 8. l 8 i 0.22 12.57 14.5 i 17. 14 17.36 l 8.78 l 9.75 23.68 26.89 34.18 37.84
SOU 1.29 2.04 2.57 4.09 5.86 8.34 9.69 12. i 5 15.09 17.41 20.69 20.87 22.04 22.99 27. l9 30.30 38.67 42.14
l[10[1
1.38
2.17 2,73 4.42 6.45
9.33
10.99 13.8i 17.29
19.98 23.83
23.99
24.78
25.66
3D.D0
32.99
42.34 45.53
The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantlle values for a given frequency are greater than.
" These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to the documentation for more information NOTE Formatting prevents estimates near zero to appear as zero.
Lower bound of the 90% confidence interval
Precipitation Freauencv Estimates (inches)
5 111 15 30 fi0 12U 3 24 [4�8fl[�J;JFWJO 203U45 60in min min minmin hr[�F2
hr day day day day day
0.46 0.74 0.92 1.26 1.57 1.93 2.09 2.53 2.95 3.38 3.88 4.30 S.DD 5.55 7.37 9. [ 3 11.41 13.98
0.55 0.87 1.10 1.52 l.90 2.35 2.55 3A7 3.58 4.11 4.69 5.21 6.03 6.65 8.77 ]0.86 13.49 16.49
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Docs JF U.S. Map
http:llhdsc.nws.noaa.govlcgi-binlhdsc/buildout.perl?type=pf&units=us&series=pd&statename=NORTH+C... 4/ 18/2008

EOD Building; FC292 Addition
MCB Camp Lejeune
Jacksonville, North Carolina
9
C:
I is
i
` Section D: MAPS
Gold*oro ,o Kinston Dover a Bern
Tuecdlord
Tran;on OAK GROVE
even ' CHERRY POINT
Springs Polldrk7vitle
mt. Oliver Springs
wo
Pink Comfort maysvilia
HIM 'f
Richlands �' eauiart� f
Wornow S orehedd City r
BsulavilloIf
Jackaanvill
won; on; oro
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RosahNl
Dixon C'
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Ho y Ridge
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art Mill
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Delta Wilmington
a Bottom Leland
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VICINITY MAP
EASTERN NORTH CAROLINA
7

EOD Building FC292 Addition
MCB Camp Le,jeune
Jacksonville, North Carolina
u
•
Section D: MAPS (continued)
PROJECT SITE LOCATION MAP
MARINE CORPS AIR STATION CHERRY POINT

e
•
EOD Building FC292 Addition MCB Camp Le,leune
Jacksonville, North Carolina
Section E: NORTH CAROLINA P.E. EXEMPTION LETTER
The following pages outline the exemption of the use of the P.E. stamp on projects
prepared by U.S. Government personnel for work done on government owned works and
projects.
9

EOD Building FC292 Addition
MC8 Camp Lejeune
.Jacksonville, North Carolina
(0
NORTH CAROLINA
STATE BOAROOF REGISTRATION
FOR
PROFESSIONAL ENGINEERS AND LAND SURVEYORS
XFOK
March 30, 1993 36RALEIGM NRC 2R7609
491917819499
19191 781-9547
R. LARRY GREENS, RLS
CMMIIMAX
WILLtAMTSTEUER.PE,RLS
Mr. James E. Butler, PE
BOBBY M. LONG. RLS
Department of the Navy - Atlantic Division
$""`IAW
Naval Facilities Engineering Command
RAY E. ANDERS. RLS
Gilbert Street
J. ALMS r BA55, JR. PE, RLS
1510
J. RICHARD COTTINGHAM. PE, RLS
Norfollc, Virginia 23511-2699
HEL£N W. MERRITT. Pu BUC MEMBER
OANA H. RUCKER PE. RLS
FRANK LTURNER, PUBLIC MEMBER
Dear Mr. Butler:
JERRY T. CARTER
lcxccw MStc*KTA"
In accordance with your written request of March 25, 1993, 1 am enclosing
for your information a copy of The North Carolina Engineering and Land
Surveying Act, G. S. 89C.
I will refer your attention to G. S. 99C-25 which provides limitations on the
0 application of the Statute. Paragraph 6 specifically exempts 'Practice by
members of the armed forces or employees of the government of the
United States while engaged in the practice of engineering or land
surveying solely for said government on government -owned works and
projects.'
This exemption should not be construed as to allow engineering services to
be provided to the Department of the Navy by non -registered contract
employees. For any such circumstance, a North Carolina registrant would
need be in responsible charge of any engineering services to be provided for
it North Carolina project.
I trust this information will be of some service and ask that you contact me
if this office can be of further assistance.
JTC/jsa
Enclosures
i
Sincerely,
T• 4i&-
J ry T. Carter
Executive Secretary
to

EOD Building FC292 Addition
MCB Camp Lejeune
Jacksonville, North Carolina
of registration or
Carolina (1921, c. 1, s. 14; C. S., s. 60551p1; 1951, c.
4 may deem sufficient, reissue a certificate
avetwn:anon, provided that a malonty of the members of
10$4, s. 1; 1969, c. 718, s. 18; 1975, c. 681, s. 1.1
the Board vote in favor of such issuance. 11921, c.l, s.10;
C.S.. s.605501; 1939, c.218, s.2; 1951, c.1084, s.1;
i 89C-25. Limitations on application of Chapter. -This
1953, c.1041, s.10; 1957. e.1060, s.5; 1973, c.1331,
Chapter shall not be construed to prevent or affect:
s.3; 1975, c.681, 5.1; 1981, c.789; 1989, c.669, s.t.l
1. The practice of architecture, landscape
i 89C-23. Unlawful to practice engineering or land
architecture,. or contracting or any other legally
sswveying without registration; unlawful use of title or
recognized profession or trade; or
terms; penalties; Attomey General to be legal adviser. -Any
2. The practice of professional engineering or land
person who shall practice, Or offer to practice, engineering
surveying in this State or by any person not a
or land surveying in this State without first being registered
resident of this State and having no established
in accordance with the provisions of this Chapter, or any
place of business in this State when this practice
person, firm, partnership, organization, association,
does not aggregate more than 90 days in any
corporation, or other entity using or employing the words
calendar year, whether performed in this State or
'engineer" or "engineering" or "professional engineer' or
elsewhere, or involve more than one specific
'professional engineering" or 'land surveyor" or "land
project; provided, however, that such person is
surveying," or any modification or derivative thereof in its
legally qualified by registration to practice the
name or form of business or activity except as registered
said profession in his own state or country, in
under this Chapter or in pursuit of activities exempted by
which the requirements and qualifications for
this Chapter, ar any person presenting or attempting to use
obtaining a certificate of registration are
the certificate of registration or the seal of another, or any
satisfactory to the Board; in which case the
person who shall give any false or forged evidence of any
person shall apply for and the Board will issue a
kind to the Board or to any member thereof in obtaining or
temporary permit; or
attempting to obtain a certificate of registration, or any
3. The practice of professional engineering or land
person who shall falsely impersonate any other registrant of
surveying in this State not to aggregate more
like or different name, or any person who shall attempt to
than 90 days by any person residing in this State,
use an expired or revoked or nonexistent Certificate of
but whose residence has not been of sufficient
registration, or who shall practice or offer to practice when
duration for the ' Board to grant or deny
not qualified, or any person who falsely claims that he is
registration; provided, however, such person shall
registered under this Chapter, or any person who shall
have filed an application for registration as a
violate any of the provisions of this Chapter, in addition to
professional engineer or registered land surveyor
injunctive procedures set out hereinbefore, shall be guilty of
and shall have paid the fee provided for in G. S.
a misdemeanor, and may, upon conviction, be sentenced to
89C-14, and provided that such a person is
pay a fine (ofI not less than one hundred dollars 1$100.00),
legally qualified by registration to practice
nor more than one thousand dollars 151,0001, or suffer
professional engineering or land surveying in his
imprisonment for a period not exceeding three months, or
own state or country in which the requirements
both, in the discretion of the court. in no event shall there
and qualifications for obtaining a Certificate of
be representation of or holding out to the public of any
registration are satisfactory to the Board, in
engineering expertise by unregistered persons. It shall be
which case the person shall apply for and the
the duty of all duly constituted officers of the State and all
Board will issue a temporary permit; or
political subdivisions thereof to enforce the provisions of
4. Engaging in engineering or land surveying as an
this Chapter and to prosecute any persons violating same.
employee or assistant under the responsible
The Attorney General of the State or his assistant shall
charge of a professional engineer or registered
act as legal adviser to the Board and render such legal
land surveyor or as an employee or assistant of a
assistance as may be necessary in carrying out the
nonresident professional engineer or a non
provisions of this Chapter. The Board may employ counsel
resident registered land surveyor provided for in
and necessary assistance to aid in the enforcement of this
subdivisions (2) and 13► of this section, provided
Chapter, and the compensation and expenses therefor shalt
that said work as an employee may not include
be paid from funds of the Board. 0921, c. 1, s. 1 2; C. S.,
responsible charge of design or supervision; or
s. 60551n1; 1951, c. 1084, s. 1; 1975, c.681, s. 1.)
5. The practice of professional engineering or land
surveying by any person not a resident. of, and
i 89C-24. Corporate or partnership practice.. of
having no established place of business in this
engineering or land surveying. -A corporation or partnership
State; as-a-consutting associate of a professional
may engage in the practice of engineering or land surveying
engineer or registered land surveyor registered
in this State, provided, however, the person or persons
under the provisions of this Chapter, provided,
connected with such corporation or partnership in charge of
the nonresident is qualified for such professional
the designing or supervision which constitutes such practice
service in his own state or country; or
is or are registered as herein required of professional
6. Practice by members of the armed forces or
n
engineers and registered land surveyors. The same
employees of the government of the United
exemptions shall apply to corporations and partnerships as
States while engaged in the practice of
apply to individuals under this Chapter, provided further,
engineering or land surveying solely for said
that all corporations hereunder shall be subject to the
government on government -awned works and
provisions of Chapter 55B of the General Statutes of North
projects; or

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EOD Building FC292 Addition MCB Camp Le,jeune
Jacksonville, North Carolina
Section F: PROJECT CONSTRUCTION PLANS
12

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
P-1224 EOD ADDITION
JACKSONVILLE, NORTH CAROLINA
PREPARED FOR:
MR. WALTER MOORE, P.E.
R. KENNETH WEEKS ENGINEER, LLC
2733 TIDEWATER DRIVE
NORFOLK, VIRGINIA 23509
PREPARED BY:
I❑
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILMINGTON, NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO.: 22.13938
� Q ; • I �i
1
e AL
. 0337 1
�'f sz�ow E
NC LICVA� NO.33751
APRIL 23, 2008
0

TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY...........................................................................
2.0 PROJECT OVERVIEW......................................................................................................................2
2.1 Project information...........................................................................................................................2
2.2 Scope of Work.................................................................................................................................2
2.3 Purpose of Exploration......................................................................................................................2
3.0 EXPLORATION PROCEDURES.......................................................................................................3
3.1 Subsurface Exploration Procedures...................................................................................................3
3.1.1 Soil Borings............................................................................................................................. 3
3.1.2 Hand Auger Borings and Infiltration Test................................................................................3
3.2 Laboratory Testing Program ............................... :............................................. ................................. 4
4.0 EXPLORATION RESULTS................................................................................................................5
4.1
Site Conditions............................................................................................................................ 5
4.2
Regional Geology..............................................................................................................................5
4.3
Soil Conditions ........................................................................................................................ 5
4.4
Groundwater Conditions...................................................................................................................5
4.5
Laboratory Test Results....................................................................................................................6
4.6
Infiltration Test Results.....................................................................................................................6
5.0 ANALYSIS AND RECOAMENDATIONS.......................................................................................7
5.1 Excavation Conditions....................................................................................................................... 7
5.2 Engineered Fill........................................................................................................................... 7
6.0 CLOSING..............................................................................................................................................8
APPENDICES
APPENDIX A-FIGuu s
APPENDIX B-SPT BORING DOGS AND SOIL CLASSIFICATION SYSTEM, DESCRIPTION, AND TERMINOLOGY
APPENDIX C-HAND AUGER BORING LOGS AND INFILTRATION TEST RESULTS
APPENDIX D-LABORATORY TEST RES ULTS
APPENDIX E-GENERALcoNmrioNs
APPENDIX F-PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES
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Report of Subsurface Exploration and Geotechnical Engineering Analysis
P-1224 EOB Addition
3ackson"lle, North Carolina
ECS Project No.: 22.13938
1.0 EXECUUVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering analysis for
the proposed site located off of McHugh Boulevard at the MCB Camp Lejeune in Jacksonville, North
Carolina At the time of our field exploration, the site consisted of partially wooded areas and grassy areas.
The site is relatively level.
We understand that five bio-retention ponds will be constructed at the site. Additional project specific
information was not available at the time this report was prepared.
Minimal to 4 inches organic topsoil was reported by the drillers at the boring locations. Beneath the
surface to a depth of 10 feet, the test borings typically encountered intermittent layers of very loose to
dense slightly silty, silty and clean sands (SP-SM, SM, SP). The infiltration rate at the ponds ranged
from 2.2 to 4.2 inches per hour. The seasonal high water table ranged from 34 to 60 inches below current
grades,
Specific information regarding the subsurface exploration procedures used, the site and subsurface
conditions at the time of our exploration, and our conclusions and recommendations concerning the
geotechnical design and construction aspects of the project are discussed in detail in the subsequent
sections of this report. Please note this Executive Summary is an important part of this report and should
be considered a "summary" only. The subsequent sections of this report constitute our findings,
conclusions, and recommendations in their entirety.
Prepared By: Reviewed By:
Winslow E. Goins, P.E. Walid M. Sobh, P.E.
Project Engineer Principal Engineer

Report of subsurface Exploration and Geotechnical Engineering Analysis
P4224 EOD Addition
Jacksonville, North Carolina
ECS Project No,: 22.13938
2.0 PROJECT OVERVIEW
2.1 Proiect Information
Our understanding of the proposed development is based upon our discussions with representatives of R.
Kenneth Weeks Engineers, LLC and a review of the site plan provided to ECS by R. Kenneth Weeks
Engineers, LLC. The proposed site is located off of McHugh Boulevard at the MCB Camp Lejeune in
Jacksonville, North Carolina. At the time of our field exploration, the site consisted of partially wooded
areas and grassy areas. The site is relatively level.
We understand that five bio-retention ponds will be constructed at the site. Additional project specific
information was not available at the time this report was prepared.
2.2 Scone of Work
The conclusions and recommendations contained in this report are based on the results of:
• five soil test borings;
• visual examination of the samples obtained during our field exploration,
• the results of select laboratory index and engineering properties testing,
• engineering analyses of the field and laboratory findings with respect to the provided project
information.
2.3 Purposes of Exploration
The purpose of this exploration program was to determine the soil and groundwater conditions at the site
and to develop engineering recommendations to assist in the design and construction of the proposed
project. We accomplished these objectives by:
• performing a site reconnaissance to evaluate the existing site conditions,
• drilling test borings to explore the subsurface soil and groundwater conditions,
• performing laboratory tests on selected representative soil samples from the borings to
evaluate pertinent engineering properties; and
• analyzing the field and laboratory data to develop appropriate geotechnical engineering
design and construction recommendations.
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Report of Subsurface Exploration and Geotechnical Engineering Analysis
P-1224 EOD Addition
Jacksonville, North Carolina
ECS Project No.: 22.13938
3.0 EXPLORATION PROCEDURES
3.1 Subsurface Exploration Procedures
3.1.1 Soil Test Borings
The five soil test borings drilled on the site were performed using a track -mounted CMB 450 drill rig
utilizing various cutting bits to advance the boreholes. Mud rotary drilling was utilized to advance the
borings. Representative soil samples were obtained by means of the split -barrel sampling procedure in
general conformance with ASTM D-1586. In this procedure, a 2-inch O.D., split -barrel sampler is driven
into the soil a distance of 18 inches by a 140 pound hammer falling 30 inches. The number of blows
required to drive the sampler through a 12-inch interval is termed the Standard Penetration Test (SPT)
value and is indicated for each sample on the boring logs in Appendix B.
The SPT value can be used as a qualitative indication of the in -place relative density of cohesionless
soils. In a less reliable way, it also indicates the consistency of cohesive soils. This indication is
qualitative, since many factors can affect the standard penetration resistance value (i.e., differences
between drill crews, drill rigs, drilling procedures, and hammer -rod -sampler assemblies) and prevent a
direct correlation between SPT resistance value, or N-Value, and the consistency or relative density of
the tested soil. Split -spoon samples were obtained at approximately 2.5-foot intervals within the upper
10 feet and at approximately 5-foot intervals thereafter. The approximate locations of the soil. test
borings are indicated on the Boring Location Plan in Appendix A of this report.
The drilling crew maintained a field log of the soils encountered in the borings. After recovery, each
sample was removed from the sampler and visually classified. Representative portions of each soil
sample were then sealed in air -tight containers and brought to our laboratory in Wilmington, North
Carolina for visual examination and formal classification by a geotechnical engineer in general
accordance with the Unified Soil Classification System guidelines.
3.1.2. Hand Auger Borings and Infiltration Tests
On April 9, 2008, five hand auger borings were performed on the site. The purpose of the hand auger
borings was to stratify the subsurface soils and estimate the seasonal high water table of the subsurface
soils. Five infiltration tests were performed at the hand auger boring locations. We evaluated the
subsurface soil and ground water conditions by drilling the hand auger borings to depths of
approximately 108 inches below the existing ground surface at the approximate location indicated on the
Boring Location Plan in Appendix A of this report. We visually classified the subsurface soils on site.
The results are provided in Section 4.5 and in Appendix C.
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Report of Subsurface Exploration and Geoteclmical Engineering Analysis
P-1224 EOD Addition
3acksonville, North Carolina
ECS Project No.: 22.13938
3.2 Laboratory Testing Program
Representative soil samples obtained during our field exploration were selected and tested in our
laboratory to check field classifications and to determine pertinent engineering properties. The
laboratory testing program included:
• visual classifications of soil according to ASTM D 2487;
• index property testing included natural moisture content determinations (ASTM D 2216) and grain
size analyses (ASTM D 1140).
All data obtained from the laboratory tests are included on the Laboratory Testing Summary and in
Appendix C of this report.
The soil samples collected for this investigation will be retained at our laboratory for a period of sixty
(60) days, after which they will be discarded unless other instructions are received as to their disposition.
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Report of Subsurface Exploration and Geotechnical Engineering Analysis
P-1224 EOD Addition
Jacksonville, North Carolina
EC5 ProjectNo.: 22.13938
4.0 EXPLORATION RESULTS
4.1 Site Conditions
The proposed site is located off of McHugh Boulevard at the MCB Camp Lejeune in Jacksonville, North
Carolina. At the time of our field exploration, the site consisted of partially wooded areas and grassy areas.
The site is relatively level.
4.2 Re2 Tonal Geoloev
The site is located in, the Coastal Plain Physiographic Province of North Carolina. The Coastal Plain is
composed of seven terraces, each representing a former level of the Atlantic Ocean. Soils in this area
generally consist of sedimentary materials transported from other areas by the ocean or rivers. These
deposits vary in thickness from a thin veneer along the western edge of the region to more than 10,000 feet
near the coast. The sedimentary deposits of the Coastal Plain rest upon consolidated rocks similar to those
underlying the Piedmont and Mountain Physiographic Provinces. In general, sballow unconfined
groundwater movement within the overlying soils is largely controlled by topographic gradients. Recharge
occurs primarily by infiltration along higher elevations and typically discharges into streams or other surface
water bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal
fluctuations 'in precipitation.
43 Soil Conditions
Sail Test Borings: Minimal to 4 inches organic topsoil was reported by the drillers at the boring
locations. Beneath the surface to a depth of 10 feet, the test borings typically encountered intermittent
layers of very loose to dense slightly silty, silty and clean sands (SP-SM, SM, SP). Standard penetration
test resistances (N-values) in these soils generally ranged from 3 to 33 blows per foot (bpi).
The descriptions provided in this section are a general summary of the subsurface conditions encountered
within the test borings. The Test Boring Records in Appendix -B contain detailed information recorded at
each of the boring locations and represent the geotechnical engineer's interpretation of the data based on
visual examination of the soil samples obtained during the field exploration The stratification lines on
the Test Boring Records represent approximate boundaries between material types and the actual
transition between strata is expected to be gradual.
4.4 Groundwater Conditions
Groundwater observations were made after the completion of the drilling operations all boring locations.
Groundwater was not encountered in the borings to the depths drilled.
The highest groundwater observations are normally encountered in the late winter and early spring, and
our current groundwater observations are expected to be near or representative of the seasonal maximum
water table. Variations in the location of the long-term water table may occur as a result of changes in
precipitation, evaporation, surface water runoff; and other factors not immediately apparent at the time of
this exploration. If long term water levels are crucial to the development of this site, it would be prudent
to verify water levels with the use of perforated pipes or piezometers.
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Report of Subsurface Exploration and Geotechnical Engineering Analysis
P-1224 EOD Addition
Jacksonville, North Carolina
ECS Project No. : 22.13938
4.5 Laboratory Test Results
Index and engineering properties tests were performed on select samples of the sample soils encountered
within the test borings. In summary, the tested samples had in -situ moisture contents ranging from 7 6.9
to 17.4 percent.
The grain size analyses of the tested samples indicated that the tested materials had 9.8 to 17.9 percent
fines passing the number 200 sieve.
Specific laboratory test results are provided in the Laboratory Testing Summary and in Appendix C of
this report.
4.6 Infiltration Test Results
Based on observations in the hand auger boring, the seasonal high ground water level is estimated to be
34 to 60 inches below existing grade. The infiltration tests were performed at a depth of 24 inches below
present grade and the infiltration rate ranged from approximately 2.2 to 4.2 inches per hoar (0.036 to 0.07
in/min).
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0

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P-1224 EOD Addition
Jacksonville, North Carolina
is ECS Project No.: 22.13938
5.0 ANALYSIS AND RECOMNMNDATIONS
The recommendations provided in this report are based upon our understanding of the proposed
construction, the information provided to us during this study and our past experience with similar
conditions. Should any of the information provided to us be changed prior to final design, ECS should be
notified to review these recommendations and make appropriate revisions, if necessary.
5.1 Excavation Conditions
We do not anticipate difficult excavation conditions in the upper 10 feet of soil. The site soils are OSHA
Type B and C soils for the purpose of temporary excavation support.
5.2 Engineered Fill
An examination of the soils recovered during our current exploration, and our previous experience in the
area, :indicates that the majority of the on -site soils will generally be suitable for re -use as engineered fill.
However, it is expected that moisture conditioning of the fill soils will be required during placement to
facilitate proper compaction. In some areas, substantial drying may be needed and it may not be feasible
to attempt to re -use such materials as engineered fill.
Existing soils containing significant amounts of organic matter will not be suitable for re -use as
engineered fill. As such, the organic content of the near surface cultivated soils should be evaluated to
determine if some of these soils will be suitable for re -use as engineered fill. Natural fine-grained soils
classified as clays or silts (CL, ML) with LL and PI greater than 40 and 20, respectively, should be
evaluated by the geotechnicai engineer at the time of construction to determine their suitability for use as
engineered fill.
If problems are encountered during the site grading operations, or if the actual site conditions differ from
those encountered during our subsurface exploration, the geotechnical engineer should be notified
immediately.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P-1224 EOD Addition
Jacksonville, North Carolina
ECS Project No.; 22.13938
6.0 CLOSING
Our geotechnical evaluation of the site has been based on our understanding of the site, the project
information provided to us, and the data obtained during our exploration. The general subsurface
conditions utilized in our evaluations have been based on interpolation of subsurface data between the
borings. If the project information provided to us is changed, please contact us so that our
recommendations can be reviewed and appropriate revisions provided, if necessary. The discovery of
any site or subsurface conditions during construction which deviate from the data outlined in this
exploration should be reported to us for our evaluation, The assessment of site environmental conditions
for the presence of pollutants in the soil and groundwater of the site was beyond the scope of this
geotechnical exploration.
•
•

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•
•

0
APPENDIX B
SPT BORING LOGS
AND
SOIL CLASSIFICATION SYSTEM, DESCRIPTION AND TERMINOLOGY
•

Unified Soil Classification System
(ASTM Designation D-2487)
Major Division (iroup Symbol Typical Names Classification Criteria
rj
0
GW
Well -graded gravels and gravel-
Ca = D&/Dtp Greater than 4
sand mixtures, little or no fines
a
CL = (D3D)Z/(DloxD6J Between 1 and 3
GP
Poorly graded gravels and gravel-
Not meeting both criteria for OW
sand mixtures, little or no fines
o
&n En o
W V 9
GM
Silty gravels, grave] -sand -silt
`t
r�
Atterberg limits lot below "N' line or
g • P
mixtures
C0.7 t7
plasticity index less than 4
IP
GC
Clayey gravels, gravel -sand -clay
c
Atterberg limits plot above "A" line
mix
•2
and plasticity index greater than 7
SW
Well -graded sands and gravelly
5�� •�
Ca— DbofDta Grier than 6
sands, little or no fines
0
C, - (D30)2/(DtoxD60) Between 1 and 3
SP
Poorly graded sands and gravelly
sands, little or no fines
Not meeting both criteria for SW
o ,E
V'l
Atterberg limits plot below "A" line or
SM
Silty sands, sand -silt mixtures
plasticity index less than 4
SC
Clayey sands, sand clay mixtures
,��°
Atterberg limits plot above "A" line
N
and plasticity index greater than 7
ML
Inorganic silts, very fine sands,
Note U-linengvmtaap}vvximmeapperrm2kofILmdPlmmbindm
rock flour, silty or clayey fine
rar aetard t0a't"'Pl�d" . AnM4n2487.
sands 10
CI. Inorganic clays of low to medium
plasticity, gravelly clays, sandy s as
clays, silty clays, lean clays
OL Organic silts and organic silty
clays of low plasticity
MH . Inorganic silts, micaceous or
diatomaceous fine sands or silts, 20
elastic silts
,e
CH Inorganic clays of high plasticitiy,
fat clays
OH Organic clays of medium to high
plasticity
..■■■■MEM■.
■■■■.■■MOR!
NNOMEN
MEN
■■■.N.,.■MMA
■EEMPOSE
0�
�aLtsr
e
10 90 m 40 so W le N 00 ,W „0
LIQUID UHrr. LL
Plasticity chart for the classification of fine-grained soils.
Tests made on fiaction finer than No. 40 sieve
Highly organic soils Pt Peat, muck and other highly Fibrous organic matter, will
organic'soils char, burn, or glow
EBLUP
0
MAY root► 4019LMOULWQ. AM
PCB CARCE wad tl.!
UNIFIED SOIL
CLASSIFICATION
SYSTEM
•

Reference Notes for Boring Loes
I. Drilling and Sampling Symbols:
SS - Split Spoon Sampler
RB - Rock Bit Drilling
ST - Shelby Tube Sampler
BS - Bulk Sample of Cuttings
RC - Rock Core: NX, BX, AX
PA - Power Auger (no sample)
PM - Pressuremeter
HSA - Hollow Stem Auger
DC - Dutch Cone Penetrometer
WS - Wash Sample
Standard Penetration (Blows/Ft) refers to the blows per foot of a 1401b. hammer falling 30 inches on
a 2 inch Q.D. split spoon sampler, as specified in ASTM D-1586. The blow count is commonly
referred to as the N-value.
it. Correlation of Penetration. Resistances to Soil Properties:
Relative Density -Sands. Silts
Consistency
of Cohesive Soils
SPT-N
Relative Density
- ues
Consistency
0-4
Very Loose
0-2
Very Soft
5 - 10
Loose
3-4
Soft
11 - 30
Medium Dense
5-8
Firm
31 - 50
Dense
9-15
Stiff
51 or more
Very Dense
16-30
Very Stiff
31-50
Hard
51 or more Very Hard
IR Unified
Soil Classification Symbols:
GP -
Poorly Graded Gravel
ML -
Low Plasticity Silts
GW -
Well Graded Gravel
MH -
High Plasticity Silts
GM -
Silty Gravel
CL -
Low Plasticity Clays
GC -
Clayey Gravels
CH -
High Plasticity Clays
SP -
Poorly Graded Sands
OL -
Low Plasticity Organics
SW -
Well Graded Sands
OH -
High Plasticity Organics
SM -
Silty Sands
CL-ML -
Dual Classification
SC -
Clayey Sands
(Typical)
iV. Water Level Measurement Symbols:
WL -
Water Level
BCR -
Before Casing Removal
WS -
While Sampling
ACR -
After Casing Removal
WD -
While Drilling
WCI -
Wet Cave In
DCI -
Dry Cave In
The water levels are those water levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular soil.
In clays and plastic silts, the accurate determination of water levels may require several days for the water
level to stabilize. In such cases, additional methods of measurement are generally applied.
The elevations indicated on the boring logs should be considered approximate and were not determined
using accepted surveying techniques.
0

C1dEEN'r
R. Kenneth Weeks Engineers
i JOB #
22-13938
BORINGf
B-1
SFD;ET
1 OF 1
LON LLP
PROJECT NAME
ARCHITECT -ENGINEER
P-1224 EOD Addition
Walter Moore, P.E.
�ARoLANAIS
SITE LOCATION
Cam Le eune, Jacksonville, North Carolina
-¢ CALMAT D PPNET6OlO�M
TONSMCB
1 E. 3 4 8+
PLASTIC WAM LIQUID
LDQT % CONTENT x LAOT x
x e
iR� QUA[iTY D=GNATION a REOOYERY
RQD%— — — REC.X
20X--4O%-6OX-8OKr-100
® STANDARD PENETRATION
BLM/FT.
DESCRIPTION OF ][ATERiAI. SNGLL9H UNITS
BOTTOW OF CASING W- LOSS OF CIRCULATION 100
z
R
SURFACE ELEVATION
0
10 EO So 40 50+
1
SS
24
24
Topsoil Depth 4"
3:J1-2-1)
ry Loose, Black, Slightly2
Fine to Medium SAND,2
LSV'11t�y.
2
3:(-t-2-1)
SS
24
24M)
5
:7 (s-�-5)
3
SS
24
24
VeryLoose to Loose Tan Fine1.®�
SAND, (SP)
15.8
f0 (s S`5-s) ;
4
SS
24
24
Loose to Medium Dense, Light
Brown, Silty, Fine SAND, (SM)
7.2
5
SS
24
24
16 (4-97-e)
1
16.1
END OF BORING 0 10.0
15
20
25
so —
THE STRATIFICATION LWES REPRESENT THE APPROXIMATE BOUNDARY LMS BETWEEN Sob TYPES DI-SM THE TRANSCRON NAY BE CilMUO%L
gvL •s OR ®
BORD)IG BfiANM 04Z 10 08
ITYLOM) ITUACR)
BOFMG COMPLETED 04 1 0 08
WE m DEPT'A R
girl
RIG D-25 mmm RES
10II1ING MEWOD Auger
•
•

a
CIdm
R. Kenneth Weeks Engineers
JOB # BOR 6 f Elm
22-13938 1 B-2 1 OF 1,
9§LLPi
PROJECT NAME
ARCHITECT —EN! RUM
P-1224 EOD Addition
Walter Moore, P.E.
CAROE_IIVA3
SITE LOCATION
CALHUT M
MCB Camp Le eune, Jacksonville, North Carolina
1 2 a 4 s+
PLASTIC HATER uQ=
ImT x CONTENT x LUM x
x �
ROCK QUAIJTY DESIGNATION & RNOVRRY
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING a— IM OF C11MIATION 10
2UO6x 40%em—sox —100
SURFACE ELEVATION
® STANDARD PENETRMON
0
10 20 So 40 6D+
Topsoil Depth 4"
!
SS
24
24
4 (2-2-22)
Very Loose, Brown, Silty, Fine
to Medium SAND, (SM)
8;
2
SS
24
24
Loose to Medium Dense, Tan to
3
SS
24
24
5
Orangish Tan, Silly, Fine SAND,
(SM)
.7
!$ (5-7-e-9)
Y3.
4
SS
24
247
(s-s s-e)
15.
5
SS
24
24
!BWTI
1
'`
END OF BORING 0 10.0
15
2D
25
THE STRATIRCATM LINES REPRESENT THE APPRMXWATE BpINMMY LINES BETVMN SOIL TYPES IN -SITU T11 TRANSIUW P(AY BE {GRADUAL
�,�• es OR ®
130RWG srdR= 04 1 0 08
VL(BCR) TNI.(ACR)
BORDIG cOld'ISTSD 04 1 0 08
CAVE w DEPTH •
:gWL
RIG D-25 FOREMAN RES
DRUJING Mum Auger

cLUI+rT
R. Kenneth Weeks En ineers
rbH f
22-13938
GORING #
B-3
sfn�i'
1 of 1PROJECT
jEce
LLP
NAME
ARCiI TECT-ENOMM
P-1224 EOD Addition
Walter Moore, P.E.
CAi20L_lh1A8
SITE LOCATION
-0-- ce[�► ��
MCB Camp Le'eune, Jacksonville, North Carolina
1 $ 9 4 5+
PLASTIC WATER LIQUID
Laur x CONTENT x T x
x n
ROCK QUALM DESIGNATION do RECOVERY
RECA
RQDX-4 --- -6 —8
2ax<---4ox—sOxr--eO%-1oo
® STANDAM PENETRATION
BIMM0
w
z
£
DESCRIP170N OF MATERIAL ENGLiSH UNITS
HOTTOI[ OF CASING LOSS OF CIRCULATION too
�'
� �
SURFACE E EUATION
°�JI
!Q EO s0 40 60+
1
SS
24
24
Topsoil Depth 4"
1 (i--7-1+
Medium Dense to Dense, Gray,
Silty, Fine to Medium SAND,
{SM)
:14.5
(�o-�a-t�-�x 33:
2
SS
24
24
5
B'g
12 (6-6-6-5)
3
SS
24
24
Medium Dense Tan Fine SAND
(Sp)
7'�
11 {6-s-e-4�
4
SS
24
24
Medium Dense, Tan to Orangish
Tan, Slightly Silly, Fine SAND,
(SP-SM)
12
5
SS
24
24
15 (s-e-7�7)
1
•
END OF BORING @ 10.0
15
20
25
3
THE STRATIFICATION LINES REPRESENT THE APPROXXATE BOUNDARY LINES BETIIEEN SOIL TYPES IN-SrrU THE TRANSITION MAY BE GRADUAL
Rs OR 0
BORING srARrED 04Z 1 0 08
Tlr OCR) TRL(ACR)
BORING COYPL= 04 1 0 08
WE IN DEPTH •
:gwL
BIG D— 2 5 iromaN R E S
DRILLING KMOD Auger
•
•

L
CLIENT
JOB #
BORING #
1
SIMT
R. Kenneth Weeks Engineers
22-13938
B-4
1 OF 1
IEC:iL�Lp
PROJECT NAME
ARCHITECT --EN( RUM
P--1224 EOD Addition
Walter Moore, P.E.
csaRcaLll+Ip.B
SITE LOCATION
-o- CALMRAT� 1(ER
�4
MCB Camp Le eune, Jacksonville, North Carolina
1 e Is+
PUUMC TAM UQUM
I= x CONTENT x UMT x
x a
ROCK QUMM DE9 X&TION & MOOMY
DESCRIPTION OF MATERIAL ENGU-9H UNITS
Ir
BDPI'Oli OF CASING � LOSS OF CU{CUIdTION I04
ZpQ4pX-- BQXr— OXr-1
® BI' ePF��HSIR. ATION
BLOV
SURFACE ELEVATION
0
10 E0 so 40 W
Topsoil Depth 4"
1
SS
24
24
10
Loose, Brown to Gray, Silty,
Fine SAND, (SM)
9D
2
SS
24
24
17.4
5
3
SS
24
24
.7 (- )
Medium Dense, Tan, Fine SAND,
1
4
SS
24
24
(SP)
:6 (s-B-B-Li)
10.9
5
SS
24
24
19 (8�io-e-e)
1
19.2
END OF BORING ® 10.0,
15
20
25
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPRMINATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSI'TIOM MAY DE GRADUAL.
:gvL VS OR to
BOMgG WAM= 04 10/08
"CR) TWL(ACI)
BOMG COMMMM 04 10 0s
WE IN DIm .
�WL
II0 D — 25 FOI3 ux R E S
I)FZMa MMOD Auger

CLIENT
JOB
ORING
SHI=
R. Kenneth Weeks Engineers
22--13938
B--5
1 b8 1
EC3L LP
PROJECT NAME
A.RCHITEGT-ENGW=
P-1224 EOD Addition
Wafter Moore, P.E.
CAROL_f1VAS
SITE LOCATION
MCB Camp Le'eune, Jacksonville, North Carolina
1 2 s 4 6+
K ASnC WAnM ugtw
I]10T X CONTENT % LDaI' X
X G
ROCK QUALM DESIGNA210N & RECOVERY
DESCRIPTION OF MATERIAL ENGLISH UNITS
l
so4'i m OF CASING W- LOSS OF aRCUTATION 10
20X-4OX-60XrGaolf_100
SURFACE ELEVATION
a
® ASP ON
0
10 SO so 40 60+
Topsoil Depth 4"
I
SS
24
24
5 (2-2-S 3)
Loose, Brown, Silty, Fine SAND,
(SM)
1©.7
2
SS
24
24
:7
;19.9 '
Loose, Tan, Fine SAND, (SP)
5
3
SS
24
24
:7 (0-4L3-4)
8
4
SS
24
24
9 (4-�5-4-5)
5
SS
24
24
1
END OF BORING @ 10.0'
8'
15
20
25
3
—
—
THE STRATIFICATEN LINES REPRESENT THE APPROXIMATE EOUNWY LINES BETWEEN SM TYPES IN -SITU THE TRANSITION MAY RE GWUAL
'vYI. xS 0R C0
BORING STARTED 04/ 1 0 08
:gWL(EM) TlgAM)
Imo Goy 04 10 08
CAW IN Dmnu •
::*L
RIG D — 25 F'°mAN R E S
»RUJJNG WmOD Auger
C�
is
I I

0
APPENDIX C
HAND AUGER BORING LOGS
•
0

Infiltration Evaluation
P-1224 EOD Addition
Jacksonville, North Carolina
ECS Project No. 22.13938
April 11, 2008
Location
B-1
Seasonal High Water Table was estimated to be at 60 inches below the existing
grade elevation. The infiltration test was performed at a depth of 24 inches below
grade. At that depth, the infiltration rate was 3.1 inches per hour (0.05 in/min).
Location
B-2
Seasonal High Water Table was estimated to be at 60 inches below the existing
grade elevation. The infiltration test was performed at a depth of 24 inches below
grade. At that depth, the infiltration rate was 4.2 inches per hour (0.07 in/min).
Location
B-3
Seasonal High Water Table was estimated to be at 34 inches below the existing
g
grade elevation. The infiltration test was performed at a depth of 24 inches below
grade. At that depth, the infiltration rate was 2.3 inches per hour (0.039 in/min).
Location
B-4
Seasonal High Water Table was estimated to be at 60 inches below the existing
grade elevation. The infiltration test was performed at a depth of 24 inches below
grade. At that depth, the infiltration rate was 2.2 inches per hour (0.036 in/min).
Location
B-5
Seasonal High Water Table was estimated to be at 60 inches below the existing
grade elevation. The infiltration test was performed at a depth of 24 inches below
grade. At that depth, the infiltration rate was 3.0 inches per hour (0.05 in/min).
0

El
APPENDIX D
LABORATORY TEST RESULTS
II�
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�utssnd;ua�.rdd

APPENDIX E
GENERAL CONDITIONS
•
•

® General Conditions
The analysis, conclusions, and recommendations submitted in this report are based on the investigation
previously outlined and the data collected at the points shown on the attached location plan. This report
does not reflect specific variations that may occur between test locations. The borings were located
where site conditions permitted and where it is believed representative conditions occur, but the full
nature and extent of variations between borings and of subsurface conditions not encountered by any
boring may not become evident until the course of construction. If variations become evident at any time
before or during the course of construction, it will be necessary to make a re-evaluation of the
conclusions and recommendations of this report and further exploration, observation, and/or testing may
he required.
This report has been prepared in accordance with generally accepted soil and foundation engineering
practices and makes no other warranties, either expressed or implied, as to the professional advice under
the terms of our agreement and included in this report. The recommendations contained herein are made
with the understanding that the contract documents between the owner and foundation or earthwork
contractor or between the owner and the general contractor and the caisson, foundation, excavating and
earthwork subcontractors, if any, shall require that the contractor certify that ail work in connection with
foundations, piles, caissons, compacted fills and other elements of the, foundation or other support
components are in place at the locations, with proper dimensions and plumb, as shown on the plans and
specifications for the project.
Further, it is understood the contract documents will specify that the contractor will, upon becoming
aware of apparent or latent subsurface conditions differing from those disclosed by the original soil
investigation work, promptly notify the owner, both verbally to permit immediate verification of the
change, and in writing, as to the nature and extent of the differing conditions and that no claim by the
contractor for any conditions differing from those anticipated in the plans and specifications and
disclosed by the soil studies will be allowed under the contract unless the contractor has so notified the
owner both verbally and in writing, as required above, of such changed conditions. The owner will, in
turn, promptly notify this firm of the existence of such unanticipated conditions and will authorize such
further investigation as may be required to properly evaluate these conditions.
Further, it is understood that any specific recommendations made in this report as to on -site construction
review by this firm will be authorized and funds and facilities for such review will be provided at the
times recommended if we are to be held responsible for the design recommendations.
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APPENDIX F
PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES
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Procedures Regarding )Field Logs, Laboratory Data Sheets and Samples
In the process of obtaining and testing samples and preparing this report, procedures are followed that
represent reasonable and accepted practice in the field of soil and foundation engineering.
Specifically, field logs are prepared during performance of the drilling and sampling operations which
are intended to portray essentially field occurrences, sampling locations, and other information.
Samples obtained in the field are frequently subjected to additional testing and reclassification in the
laboratory by more experienced soil engineers, and differences between the field logs and the final logs
exist.
The engineer preparing the report reviews the field and laboratory logs, classifications and test data, and
his judgment in interpreting this data, may make further changes.
Samples are taken in the field, some of which are later subjected to laboratory tests, are retained in our
laboratory for sixty (60) days and are then discarded -unless special disposition is requested by our client.
Samples retained over a long period of time, even if sealed in jars, are subject to moisture loss which
changes the apparent strength of cohesive soil generally increasing the strength from what was originally
encountered in the field. Since they are then no longer representative of the moisture conditions initially
encountered, an inspection of these samples should recognize this factor.
It is common practice in the soil and foundation engineering profession that field logs and laboratory data
sheets not be included in engineering reports because they do not represent the engineer's final opinions
as to appropriate descriptions for conditions encountered in the exploration and testing work. On the
other hand, we are�aware that perhaps certain contractors submitting bids or proposals on work may have
an interest in studying these documents before submitting a bid or proposal. For this reason, the field
logs will be retained in our office for inspection by all contractors submitting a bid or proposal. We
would welcome the opportunity to explain any changes that have been and typically are made in the
preparation of our final reports, to the contractor or subcontractors, before the firm submits the bid or
proposal, and to describe how the information was obtained to the extent the contractor or subcontractor
wishes. Results of the laboratory tests are generally shown on the boring logs or described in the extent
of the report, as appropriate.
The descriptive terms and symbols used on the logs are described on the attached sheet, entitled General
Notes.
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