SW8080907_HISTORICAL FILE_20081008

r
STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. I SW8 Mo` o-Z
DOC TYPE I ❑ CURRENT PERMIT
❑ APPROVED PLANS
N HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE I 2-a obb 1005
YYYYM M DD

Permit Number SW8080907
Program Category
State SW
Permit Type
State Stormwater
Primary Reviewer
chris.baker
Permitted Flow
Facility Name
USMC AAV Company
Location Address
Courthouse Rd
Camp Lejeune
NC 28547
Owner Name
Commanding Officer US Marine Corps - Camp Lejeune
Central Files. APS SWP
10108108
Permit Tracking Slip
Status
Project Type
Active
New Project
Version
Permit Classification
1.00
Individual
Permit Contact Affiliation
MajorlMinor Region
Minor Wilmington
County
Onslow
Facility Contact Affiliation
Owner Type
Government - Federal
Owner Affiliation
Carl Baker, Dir
Psc Box 20004
Camp Lejeune NC 286420004
Scheduled
prig Issue App Received Draft Initiated Issuance public Notice Issue Effective Expiration
10/08/08 09/19/08 10/08108 10/08/08 10I08118
Regulated Activities Reauested/Received Events
State Stormwater - HD - Sand filters T� Deed restriction requested
Deed restriction received
Outfall NULL
Waterbody Name Stream Index Number Current Glass Subbasin

!q ?

r�0F W A rF,�Q
�O 7
Wa
17 "C
October 8, 2008
Carl Baker, Deputy Public Works Officer
United States Marine Corps, Camp Lejeune
Building 1005 Michael Road
MCB Camp Lejeune, NC 28547
Subject: Stormwater Permit No. SW8 080907
AAV Company
High Density Project
Onslow County
r"k,,,, ":r. E)aker:
Michael F. Eailey, Governor
William G. Ross Jr., Secretary
North Carolina Department of Fovirontnent and i Natural Resources
Coleen H. Sullins Director
Division of Water Quality
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for AAV Company on October 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 Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8 080907 dated October
8, 2008, for the construction of the subject project. .
This permit shall be effective from the date of issuance until October 8, 2018, and shall be
subject to the conditions and limitations as specified therein: Pieaselpay 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, requirementsyor limitations co to a ned 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 150E of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer�27447, Raleigh,/NC 21611- 7447, Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Chris Baker, or me at [phone].
Si rely,
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENBlcsb: S:1WQSISTORMWATIPERMIT1080907.oct08
cc: Sean Gleason, P.E., Earth Tech
Onslow County Building Inspections
Chris Baker
Wilmington Regional Office
Central Files
N i e hcarolina
l�!lCli�%!f
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet' www.nc%va1ertluality-oxg Fax [phone] t•877-623-6748
An Equal CpportunitylAffirmative Action Employer — 50%Recyc€edt10% Post Consumer Paper

M
State Stormwater Management Systems
Permit No. SW8 080907
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable taws, Rules, and Regulations
::.•PERMISSION' -IS HEREBY GRANTED TO
Carl Baker and The United States Marine Corps, Camp L'ejeune
AA V Company
Onslow County
FOR THE
construction,, operation and maintenance of six (6) sand filters in compliance with the
provisions of 15A NCAC 2H .1000 (hereafter referred to as the "storrrrwater rules`) and .. .
the approved stormwater management plaits 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 October 8, 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 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 134,879 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans.
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 2 of 7

State Stormwater Management Systems - or
Permit No. SW8 080907
6. The following design criteria have been provided in the sand filters and must be
maintained at design condition:
"'
Sand
Sand
Sand:
Sand
Sand
Sand
Filter #1 :
Filter #2
Filter #3
-filter #4 .
Filter #5
Filter #6
Drainage Area, acres:
0.58
0,43
0.62
0.59
0.54
0.91
Onsite, ft2:y ''�-
25,390
18,742
27,150
25,884
23,468
39,672
Offsife; ftz:` w., `'.y , 5°
None
None
None
None
None
None
Total Impervious :
Surfaces, 42: "` .:, . " =.
25,066
8,800
13,060
25,064
23,217
39,672
Desi h Storm inches:
3.7
3.7
3.7
17
3.7
3.7
Water -Quality Volume ft : '
7 551
2,756
3.062
7,421
6,232
11,484
Sand Filter T Y e '
Open
Closed
Closed
Open
Closed
Closed
Sand Filter :-
Bottom Elevation, ft:.
8.7
6.0
8.0
9.04
7.5
4.95
SH
6.5
.4.0.
5.5
6.24
6.5
., 3.45..,
Surface Area: @ design
Elevation
Sed.'Basin (As), ft2:;' ;'.
2,270
384
336
1,057
854
1,188
Sand Filter
2,250
1,504
1,992
3,123
2,262
4,554
Filter. Perrneabili,:ft/da
3.5
3.5
3.5
3.5
3.5
3.5
Drawdown'Tirne, hrs:
23
23
10.6
22.6
18.9
17.3
Receiving;Stream/River :.:..;
New RiverlWhite Oak
Basim ;
Stream Index Number:
19'- 7(,2)
' Classificatiori 'of
,Water
Bod
SA;HQW ,
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The 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 revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of bypass structure, filter media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWO. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 080907
5. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
6. 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.
7. 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.
"38. r ;• Access`to the stormwater facilities shall be-maihtained'via'appropriate -
easements at all times.
9. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b.. Project name change.
C. Transfer of ownership.
A. 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.
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. 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.
12. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 080907
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 formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. 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.
3. 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
government agencies (local, state, and federal) having -jurisdiction.
4. 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.
5. 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..'i..: ;.
: 6. The permit may be modified, revoked and, reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. 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,
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 8th day of October, 2008.
NO H CARO=Vi MENTAL MANAGEMENT COMMISSION
for Co Aeen. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State StormwaterManagement Systems
Permit No. SW8 080907
AAV Company
Stormwater Permit No. SW8 080907
Onslow County
Designer's Certification
I, , as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/ weekly/
full time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 080907
. el...
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 bypass structure elevations are per the approved plan.
6-
The bypass structure is located ° pec ttie:-approved plans:
7.
A Trash Rack is provided on the outlet/bypass structure.
8.
All slopes are grassed with permanent vegetation. v
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 o_f.surface area and/or volume have been
provided.
12.
All required design depths are provided.
13.
All required parts of the system are provided.
14.
The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Onslow
County Building Inspections
Page 7 of 7

State Stormwater Management Systems
Permit No. SW8 080907
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Car! Balser acid The United States Marine Corps, Camp Lejeune
rHH v Lompany
Onslow County
1=QR THE
construction, operation and maintenance of six (6),sand filters in compliance with the
provisions of 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 Divisidn' of Water Quality and
considered a part of this permit. /
This permit shall be effective from the date of issuance until October 8, 2018, and shall
be subject to the following specified conditions and limitations:
1. 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 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 134,879 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans.
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 2 of 7

State Stormwater Management Systems
Permit No, SW8 080907
6. The following design criteria have been provided in the sand filters and must be
maintained at design condition:
Sand
Sand
Sand
Sand
Sand
Sand
:
Filter #1
Filter #2
Filter #3
Filter #4
Filter #5
Filter #6
Drainage Area, acres:
0.58
0,43
0.62
0.59
0.54
0.91
Onsite, ft2:
25,390
18,742
27,150
25,884
23,468
39,672
Offsite, fee
None
None
None
None
None
None
Total Impervious
Surfaces, ft2:
25,066
8,800
13,060
25,064
23,217
39,672
Design Storm, inches:
3.7
3.7
3.7
3.7
3.7
3.7
Water Quality Volume, ft :
7,551
2,756
3,062
7,421
6 232
11,484
Sand Filter Type:
Open
Closed
Closed
Open
Closed
Closed
Sand Filter
Bottom Elevation, ft:
8.7
6.0
8.0
9.04
7.5
4.95
SHWL, ft:
6.5
4.0
5.6
6.24
6.5
3.45
Surface Area @ design
Elevation,
Sed. Basin (As), ft2:
2,270
384
336
1,057
854
1,188
Sand Filter AF , ft2:
2,250
1,504
1,992
3,123
2,262
4,554
Filter Permeability, ftlda :
3.5
3.5
3.5
3.5
3.5
3.5
Drawdown Time, hrs:
23
23
10.6
22.6
18.9
17,3
Receiving Stream/River
New River/White Oak
Basin:
Stream Index Number:
19 - 72
Classification of Water
SA;HQW
Body:
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The 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 revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f_ Debris removal and unclogging of bypass structure, filter media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
Page 3of7

State Stormwater Management Systems
Permit No. SW8 080907
5. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
5. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
7. 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.
8. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
9. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. 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.
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. 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.
12. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 080907
III, GENERAL CONDITIONS
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 formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. 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.
3. 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.
4. 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.
5. 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.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. 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.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued thi a 8th day of October, 2008.
NO CAROLIDIA ENVARONMENTAL MANAGEMENT COMMISSION
roruoieen H. 5unins, uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 080907
AAV Company
Stormwater Permit No. SW8 080907
Onslow County
Designer's Certification
I, , as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/ weekly/
full time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 080907
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 bypass structure elevations are per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Onslow County Building Inspections
Page 7 of 7

STORMWATER MANAGEMENT PLAN
PREPARED FOR: MCB CAMP LEJEUNE
AAV COMPANY
DATE: 9-2- 08
EARTH TECH, INC
701 CORPORATE CENTER DR., SUITE 475
RALEIGH, NC 27607
9 1 9-854-6200
PREPARED BY:
BRYAN M. DICK, EiT, PH
CHECKED BY:
SEAN GL.EASON, PE
4
LBY:

PROJECT DESCRIPTION
THIS DOCUMENT IS TO SERVE; AS A STORMWATER MANAGEMENT PLAN FOR THE
MCS CAMP LEJEUNE - AAV PROJECT. THE PROJECT CONSISTS OF THE ADDITION OF
PARKING AREAS TO THE; ALREADY DEVELOPED SITE. THE COMPLETED PROJECT WILL
PROVIDE FOR EXPANSION OF THE FACILITIES TO ACCOMMODATE ADDITIONAL STAFF IN
THE COMING YEAR AS THE POPULATION OF THE BASE GROWS.
CONTACT INFORMATION
EARTH TECH, INC.
ATTN: BRYAN M. DICK, PH
701 CORPORATE CENTER DR., SUITE 475
RALEIGH, NC 27607
TELEPHONE: [phone]
FAX: [phone]
IDENTIFY PROJECT INVOLVEMENT
THIS PROJECT IS A PART OF THE WHITE OAK RIVER BASIN, AND IS CURRENTLY
NOT SU13JFCT TO ANY 13UFFER RULES. THE SITE IS APPROXIMATELY 2,500 FEET FROM
THE NEW RIVER AND ABOUT 2.000 FEET FROM COURTHOUSE BAY, JUST OUTSIDE OF
SNI EDS FERRY, NC AND IS LOCATED IN ONSLOW COUNTY.. WHICH IS A PHASE 11 -
NPIDES REQUIREMENT COUNTY.
THE PROPOSED PROJECT STORMWATER PLAN WILL MEET THE REQUIREMENTS
OF DETAINING THE 3.7 INCH RAINFALL EVENT FOR A PERIOD OF APPROXIMATELY 2
DAYS. PER THE REQUIREMENTS BY THE STATE AS REFERENCED FROM THE DWQ
STORMWATER MANUAL, JULY 2007. SIX SAND FILTERS ARE USED TO TREAT 6
SEPARATE DRAINAGE AREAS. THIS PROJECT IS WITHIN 0.5 MILES OF SA WATERS AND
THr USE OF INFILTRATION DEVICES WAS REJECTED BY MR. VINCENT LEWIS ON
BEHALF OF NC- DWQ, DUE TO THE POOR INFILTRATING CONDITIONS ON THE SITE,
SAND FILTERS ARE USED TO TREAT THE DESIGN TREATMENT VOLUME. IN ORDER TO
MEET PRE -POST REQUIREMENTS, EACH BASIN DISCHARGES TO A DEPRESSIONAL AREA.
USUALLY A WETLAND, TO ENSURE THAT DOWNSTREAM RECEIVING WATERS ARE NOT
ACTUALLY RECEIVING DISCHARGE FROM THE SAND FILTERS DURING THE DESIGN
STORM.
STORMWATER DESIGN PARAMETERS
THE SAND FILTERS ARE BASED ON THE FOLLOWING PARAMETERS OR
OBJEC71VIrS:
• PROVIDE 65% TSS REMOVAL
• PROTECT T'HE VALUE OF THE RECEIVING WATER RESOURCE
• 3,7" RAINFALL FOR BASIN STORAGE SIZING
* THE I YR RAINFALL DISCHARGE FROM THE FILTER MUST INFILTRATE BEFORE
REACHING SURFACE WATERS
• RATIO OF IMPERVIOUS SURFACE TO THE TOTAL AREA OF THE DRAINAGE AREA
• RAINFALL EXCEEDING THE DESIGN STORM WILL BYPASS THE BASINS AND FL
THROUGH A MINIMUM OF 50' LONG VEGETATED FILTER R -F,� f
w

DISCUSSION OF TREATMENT MEASURES
THE PROPOSED TREATMENT IS TO UTILIZE G SEPARATE SAND FILTERS TO MEET
THE TSS AND PEAK FLOW REQUIREMENTS SET FORTH BY DWO. BYPASS DEVICES
ARE PROVIDE❑ TO ALLOW ANY RUNOFF VOLUME THAT EXCEEDS THE DESIGN STORAGE
VOLUME TO BE ROUTED TO A LEVEL SPREADER WITH A VEGETATED FILTER STRIP. THE
LEVEL SPREADER LENGTH IS ❑ESIGNED TO HANDLE THE lO YR PEAK RUNOFF RATE, SO
NO BYPASS OF THE FILTER IS NECESSARY.
CONCLUSION
THIS STORMWATER MANAGEMENT PLAN REPRESENTS AN ENVIRONMENTALLY
SENSITIVE AND EFFECTIVE PLAN FOR UTILIZING THE PROPOSED STORMWATER
TREATMENTS TO ACCOMMODATE THE INCREASE❑ RUNOFF OF THE PROPOSED SITE
DEVELOPMENT.

Camp Lejeune
AAV Platoon
Sand Filter
Basin 1
WQV (ft3) = Rv ' Ad (ac) '43,560 ' Rd ' 1/12
SF Ac
Drainge Area (Sf)
25390
0.583
Imp Area (sf)
25066
0.575
Pervious Area
324
0.007
Rd = 3.7
WQV = 7360
WQV adj = 5520
Sedimentation Basin Surface Area = As =
.066WOV
Min As = 486
Sand filter Bed surface Area = Af = (WQV'df)I((k)'(t)(ha+df))
Depth of sand filter dr Min (ft) =
k: coeff of permeability (ft/day) =
t: time to drain sand filter bed (days) _
ha: avg head =
Min Al = 760
Check water qualtiy volume = (Af + As)'Hmax > WQV adj
Check volume =
2180
Required Af = (WQVadjlHmax) • As =
2669
Rv = 0.94
ft3
ft3
ft2
1.5
3.5
1.66
0.875 ft min
revise total volume <WQV adj
Required forebay Volume Vs = .2WQV = 1472
Forebay As at base EL 8.70 90
Forebay As at top of BC weir EL 11.70' 1057
Forebay depth 3 ft, Volume = 1720 OK > required Vol
Sand Filter Area Af top of sand EL 10.40
2250
total
Sand Filter Area Af top of CB weir EL 11.70
3464
Sand Filter Volume at El. 11.70 ft = SA avg•depth
3714
Volume Fore Bay + Sand Filter @ 11.70'
5434
< WQV add storage vol
Area of Sand Filter + fore bay at el. 11.70
Af + As at El. 11.70 4520 sf
Required additional Volume
1927
;Area of Sand Filter + forebay at el. 12.15
4890
sf
Additonal volume = All l,7I+At12.15/2'(12.15-11.70)
2117
Total volume at EL 12.15
7551
OK
Set Top of Bypass weir at 12.15
Depth to Exist grount to SHWT (ft)
2.50-FromCatena
Ad = 0,583
Existing Ground Elevation 9.00 Bypass Weir El.
Flow Splitter - Inlet El.
Sand Filter Bottom Elevation 8.70 Flow Splitter - Bypass Flow Outlet Elev
Sand Filter Top of Bed Elevation 10,40
Fore Bay Bottom Elevation 8.70
Fore Bay Top Elevation 11.70
Sand Filter Under Drain Discharge Elev. 8.70 Top of Berm Elevation
,Flaw rate through titter media = (k-b35)1{24'60'60) = i 0.091 �_ CFS Design = 0.96
Diameter at S=.005 and n=.011 1.386 2-4- pipes
Time to Drain WQV = volumel{rate(cfs)'60s'60min) _ 23.0 hrs
12.
9.
13

Camp Lejeune
AAV Platoon SF Ac
Sand Filter
Basin 2
Drainge Area (Sf)
18742
0.430
Imp Area (sf)
8800
0,202
Ratio Imp
0.47
WQV (ft3) = Rv * Ad (ac) *43,560 * Rd * 1/12
Rd = 3.7 Rv = 0,47 Ad = 0.4302
WQV = 2716 ft3
WQV adj = 2037 ft3
Sedimentation Basin Surface Area = As = .066WQV
Min As — 179 ft2�
Sand filter Bed surface Area = Af = (WQV-df)/((k)`(t)(ha+df))
Depth of sand filter dr Min (ft) = 1.5
k: coeff of permeability (ft/day) = 3.5
t: time to drain sand filter bed (days) = 1.66
ha: avg head = 0.73 ft min
Min Af = 280
Check water qualtiy volume = (Af + As)*Mmax > WQV adj
Check volume = 671 revise total volume <WQV adj
Required At = (WQVadj/Hmax) - As JlM
Required forebay Volume Vs = .2WQV =�543
Design Forebay Area As = 16x24 384
Design Forebay Vol = 16*24*1.46 560.64 0.20339 OK > required Vol
Sand Filter Area16' x 94' 1504
Volume Storage Sand Filter 2196
Total Treated Vol = Vol filter + Vol Forebay 2756 >WQVadj
ueptn to txist grount to 5Hvv i (rt)
�j.uu-r-rornuatena
Existing Ground Elevation
7.00
Bypass Weir El,
9.36
Flow Splitter - Inlet El.
9,56
Sand Filter Bottom Elevation
6.00
Flow Splitter - Bypass
6.80
Sand Filter Top of Bed Elevation
7.90
Fore Bay Bottom Elevation
6.00
Sand Filter Under Drain Discharge Elev.
6.00
Top of tank Elevation
10.00
Flaw rate through filter media = (k*b36)/(24*60*60) = 0.061 _ ICFS Design = 0.49
Diameter at S=.005 and n=.011 1.077 2-4" pipes

Camp Lejeune
AAV Platoon
Sand Filter
Basin 3
WQV (ft3) = Rv * Ad (ac) *43,560 * Rd * 1/12
SEP 1 9 2009
BY:
IF Ac
Drainge Area (St)
27150
0.623
Imp Area (sf)
13060
0.300
Pervious Area
14090
0.323
Rd = 3.7 Rv = 0.48 Ad = 0.623
WQV = 4018 ft3
WQV adj = 3014 ft3
Sedimentation Basin Surface Area = As = .066WQV
Min As = 1265 ft2
Sand filter Bed surface Area = Af = (WQV`df)1((k)*(t)(ha+df))
Depth of sand filter dr Min (ft) = 1.5
k: coeff of permeability (ft/day) = 3.5
t: time to drain sand filter bed (days) = 1.66
ha: avg head = 0.6 ft min
Min Af = 415
Check water qualtiy volume = (Af + As)*Hmax > WQV adj
Check volume = 816 revise total volume <WQV adj
Required Af = (WQVadj/Hmax) - As = 2246
Required Forebay Volume Vs = 2WQV 1804
Design Forebay Area As = 14x24 336
Design Forebay Vol (Sed removal = 9.1') = 1C 672 0.219436 OK > required Vol
Sand Filter Area 24' x 83' 1992
Volume Storage Sand Filter 2390
Total Treated Vol = Vol filter + Vol Forebay 3062 >WQVadj OK
Depth to Exist grount to SHWT (ft)
2.50
Existing Ground Elevation
8.00
Bypass Weir El.
10.90
Flow Splitter - Inlet EL
11.10
Sand Filter Bottom Elevation
8.00
Flow Splitter - Bypass
10.50
Sand Filter Top of Bed Elevation
9.70
Fore Bay Bottom Elevation
8.00
Sand Filter Under Drain Discharge Elev.
8.00
Top of Concrete
12.001
Flo rate through filter media = (k`b36)1(24`60*60) _ 0.081 CFS Design = 0.49
Diameter at S=.005 and n=.011 1.077 2-4" pipes
(Time to Drain WQV = volume/( rate(cfs)*60s*60i 10.5 hrs

Camp Lejeune
AAV Platoon
Sand Filter
Basin 4
WOV (ft3) = Rv ' Ad (ac) *43,560 ' Rd ' 1112
Rd = 3.7
WQV = 7340
WOV adi = 5505
Sedimentation Basin Surface Area = As = .066WOV
Min As = 484
Sand filter Bed surface Area = At = (WOV'df)/((k)'(t)(ha+df))
Depth of sand filter dr Min (ft) =
k: coeti of permeability (ft/day) =
t: time to drain sand filter bed (days)
ha: avg head =
Min Af = 758
Check water qualtiy volume = (At + As)'Hmax > WOV adi
Check volume = 2485
Required At = (WOVadjlHmax) - As = 2268
SF Ar.
Ora Area (St) 25884
0.594
Imp Area (sf)
1 25064
0.575
Pervious Area
1 820
0.019
Rv = 0.92
ft3
ft3
ft2
1.5
3.5
1.66
1 ft min
revise total volume <WOV adj
Required forebay Votume Vs = .2WOV = 1468
Forebay As at base EL 8,70 90
Forebay As at top of BC weir EL 11.70 1057
Forebay depth 3 ft, Volume = 1720 OK > required Vol
{f
Sand Filter Area At top of sand EL 10.74
2250
total
Sand Filter Area At top of CB weir EL 11.70
3123
Sand Filter Volume at El. 11.70 ft
2579
Volume Fore Bay + Sand Filter
4299
< WOV add storage vol
Area of Sand Filter + fore bay at el. 11.70
At + As at El. 11.70
4179
Required additional Volume
3041
Area of Sand Filter + fofebay at el. 12.40
4740
Additonal volume
3122
Total volume at EL
7421
OK
Set Top of Bypass weir at 12.40
D h E; SHWT
F C R
ept to xist grount to t) 3.33 - rom atena - econ
Ad = 0.594
Existing Ground Elevation
9.50
Bypass Weir El.
12.40
Flow Splitter - Inlet El.
12.60
Sand Filter Bottom Elevation
9.04
Flow Splitter - Bypass Flow Outlet Elev
9.60
Sand Filter Top of Sand Elevation
10.74
Fore Bay Bottom Elevation
8.70
Fore Bay Top Elevation
11.70
Sand Filter Under Drain Discharge Elev.
9.04
Top of Berm Elevation
13,40
Flow rate through filter media = (k'b35)I(24'60'60) =
0.091
, CFS Design = 0.96
Diameter at S=.005 and n=.011
1.386
2-4" pipes
Time to Drain WOV = volume1(rate(cfs)'60s'60r 22.6 hrs

Camp Lejeune
AAV Platoon
Sand Filter
Basin 5
WQV (ft3) = Rv * Ad (ac) *43,560 * Rd * 1/12
SF
Ac
Drainge Area (Sf)
23468
0.539
Imp Area (sf)
23217
0.533
Ratio Imp
251
0.006
Rd = 3.7 Rv = 0.94
WQV = 6802 �ft3�
WQV adj = 5101 ft3
Sedimentation Basin Surface Area = As = .066WQV
Min As = 449 ft2
Sand filter Bed surface Area = Af = (WQV*df)1((k)*(t)(ha+df))
Depth of sand filter dr Min (ft) =
k: coeff of permeability (ft/day) =
t: time to drain sand filter bed (days) _
ha: avg head =
►AITITT11fi1�1(6Y:
Check water quaitiy volume = (Af + As)*Hmax > WQV adj
Check volume =
2303
Required Af = (WQVadj/Hmax) - As = 2102
Required forebay Volume Vs = .2WQV = 1360
Design Forebay Area As = 14x61 854
Design Forebay Vol (Sed removal = 9.7') = 1(1708
Sand Filter Area 26'x87" 2262
Volume Storage Sand Filter 4524
Total Treated Vol = Vol filter + Vol Forebay 6232
1.5
3.5
1.66
1 ft min
revise total volume <WQV adj
0.274069 OK > required Vol
>WQVadj OK
Ad = 0.539
ueptn to txist grount to 6HVV I (tt)
3.UU
Existing Ground Elevation
9.00
Bypass Weir El.
11.25
Flow Splitter - Inlet El.
11.40
Sand Filter Bottom Elevation
7.50
Flow Splitter - Bypass Flow Outlet Elev
8.00
Sand Filter Top of Bed Elevation
9.25
Fore Bay Bottom Elevation
7.00
Sand Filter Under Drain Discharge Elev.
7.50
Top of Concrete
12.00
Flow rate through filter media = (k*b36)1(24*60*60) = 0.092 }CFS Design = 0.49
Diameter at S=.005 and n=.011 1.077 2-4" pipes
Time to Drain WQV = volume/(rale(cfs)`66s'66 18.9 hrs

�a�r LP

Camp Lejeune
AAV Platoon
Sand Filter
Basin 6
WQV (ft3) = Rv * Ad (ac) *43,560 * Rd * 1/12
SF Ac
Drainge Area (Sf)
39672
0.911
Imp Area (sf)
39672
0.911
Ratio Imp
1
0.000
Rd = 3.7 Rv = 0.95 Ad = 0.911
�- WQV = 11621 ft3
WQV adj = 8715 ft3
Sedimentation Basin Surface Area = As = .066WQV
Min As = 1767 ft2
Sand filter Bed surface Area = At = (WQV*df)/((k)*(t)(ha+df))
Depth of sand filter dr Min (ft) = 1.5
k: coeff of permeability (ft/day) = 3.5
t: time to drain sand filter bed (days) = 1.66
ha: avg head = 1 ft min
Min At = 1200
Check water qualtiy volume = (Af + As)*Hmax > WQV adj
Check volume = 3934 revise total volume <WQV adj
Required Af = (WQVadj/Hmax) - As = !3591 -]
Required forebay Volume Vs = .2WQV = 12324
Design Forebay Area As = 18x66 1188
Design Forebay Vol (Sed removal = 6.8') = 2376 0.206897 OK > required Vol
Sand Filter Area 69'x66' 4554
Volume Storage Sand Filter 9108
Total Treated Vol = Vol filter + Vol Forebay 11484 >WQVadj OK
ueptn to Lxist grount to bmvv i (it)
1.00
Existing Ground Elevation
4.50
Bypass Weir El.
8.80
Flow Splitter - Inlet El.
9.10
Sand Filter Bottom Elevation
4.95
Flow Splitter - Bypass F
5.10
Sand Filter Top of Bed Elevation
6.80
Fore Bay Bottom Elevation
4.95
Fore Bay Weir Elevation
7.80
Sarid Filter Under Drain Discharge Elev.
4.95
Top of Concrete
9.50
Flow rate through filter media = (k*b36)/(24*60"60) _ 0.184 CFS Design = 0.49
Diameter at S=.005 and n=.011 1.077 2-4" pipes
Time to Drain WQV = volume) rate cfs *60s*60i17.3 hrs �r�.

Check for Headwater Clearence Before Bypassing Flows
Designer BMD
AAV Project Date: 9/10/2008
Basin #
Op 1in/hr
cfs
Hw 1in/hr
ft)
Op 10 yr
(cfs)
Hw 10 Yr
(ft
Clearence
Provide B to C
Check for
Clearence i0 r
1
0.46
0.24
1.43
0.51
1.25
ok 7
2
0.30
0.18
0.75
0.33
0.96
ok , , 4-
3
0.25
0.16
0.79
0.34
1.80
ok 5
4
0.46
0.24
1 A6
0.52
2.50
ok 3 e,
5
0.31
0.18
1.32
0.49
1.25
ok 3
6
0.71
0.32
2.23
0.69
1.80
ok , 50
L= 1.3 ft
Cw = 3.0
Broad Crested Weir
Q=Cw-L.HI.s
t
Q 1.5
Hw
Cw - L

`� ti�ISCO -OPEN CHANNEL
FLOW MEASUREMENT
HANDBOOK
SECOND EDITION
773
Isco, ING. Lscp
ENVIRONMENTAL DIVISION

6
A
�1
TABLE 6- 2A
DISCHARGE OF 1', 1.51, 2',2.5', & 3' RECTANGULAR WEIRS
WITH END CONTRACTIONS
FORMULAS, CFS=3.33(L-0.2H)H1.5 GS CFS X 7.481 MGD=CFS X 0.6463
HEAD
1.0 FT.
1.5 FT,
2.0 FT.
2.5 FT.
3.0 FT.
FT,
CFS
GS
I
MGD
CFS
GS
MGD
CFS
GS
MGD
CFS
GS
MGD
CFS
GS
MGD
O.O1
.0033
.0249
.0021
.0050
.0373
.0032
.0067
.0498
.0043
.0085
.0622
.0054
.0100
.0747
.0065
n .02
.0094
.0702
.0061
.0141
.L054
.009L
•OIBB
.1406
.O122
.0235
.tT59
.O152
-OZ82
.2tll
.0182
0.03
.0172
.1267
.01%1
.0259
•€934
.0167
.t)345
.256!
.02Z3
.0432
.1228
.0279
.0510
.3876
.0335
0 _04
.0264
.1977
.0171
. 0397
.2973
.0261
.0F31
.3970
.0343
.0664
.4966
.0429
.0797
.5963
.0515
0.05
.0369
.2157
.023E
.0555
.4150
.0359
.0741
.5543
.0479
.ns27
.6-35
.0599
.1113
.832E
. OT 19
0 .06
.0484
.3617
.0313
.CT28
.544E
.0471
.0973
'1225
.7279
Ob29
.1216
,9LO9
,0787
.1462
1.094
.0945
0.07
.0608
,4549
.0393
.0916
.t,856
.0592
.9163
_.
.0192
.1533
1. L47
.0991
.1842
1.378
.1190
0. 013
.0741
.5543
.0479
.111E
.0365
.CT23
.1495-
1. 116
.096E
.1872
1.400
.12L0
.2246
1.b82
.1453
0.09
.06d3
.6605
.0571
_1332
.996A
.0861
.1702
1.333
.H5I
.2232
1. 669
.1442
.2681
Z.006
.1T33
0.t0
.1032
.7720
.04,67
.1550
1.166
.1007
.Z005
1.560
.134E
.2612
1. 951.
.16$$
.3138
2,348
.202E
O.11
.118E
.68$S
.07bB
.179E
1.343
.1160
.2403
1. 798
.1553
.30LO
2.252
.1946
.3618
2.707
.233E
O.12
.t351
I.O11
.0873
.2043
1.52E
.1320
.2735
2.046
.17b6
.3427
2. 564
.2215
.4120
3.002
.2662
0.13
..1520
1.L37
_0941
.2301
1.111
,t497
.308t
2. 305
.€691
.3062
2. 889
.244E
.4642
3.473
.3000
0.14
_1691,
1.76E
.109E
.256E
1.921
.LbbO
.3440
2. 573
.2223
.43L2
3. 726
.2787
.5164
3.070
.3351
0.15
.187T
1.1"
.1213
.2844
.1.12T
.I638
.381
22.851
_2463
.47 78
3,575
.3058
.5T46
4.291
.3713
0.1E
.2063
1.543
.k 333
.3L29
2.341
.2022
.4194
3. L36
.2711
.5260
3,935
.3399
.6329
4. 732
.4088
0.17
.2255
1.187
.1457
.3422
2.560
,2211
.4509
3.433
.296E
.575E
4, 306
.3720
.6923
5.179
.4474
0.10
.2451
1.634
.1584
.3T73
2.T85
.240E
.4945
3.73E
.3Z26
.626E
4. 686
.4050
.7538
5.634
.4672
O.i9
.2653
1.985
.I715
.4032
3. 016
.260b
.541L
4.04$
-3497
-6T90
5.080
.4300
.st6q
6.111
.5280
0.20
.2859
2.139
.184$
.4349
3-253
.2810
.5938
4.367
.3733
.7321
5.401
.4735
.881E
6.595
.569E
0.21
.3070
2.297
,1964
.4672
3.495
.3020
.62T5
4, 694
.4C55
.7877
5. 693
.509L
.9474
7, 09L
.6126
0.22
.3Z85
2.458
.2123
.5003
3.743
.3234
.6721
5.028
.4344
.H43s
6.313
.5454
L.Ol6
7,599
.6565
0,23
.3504
2.621
,2265
-5341
3.995
.3452
.T177
5.369
.4639
.9014
6.743
.562E
1.065
8_L17
•7013
0.24
.372T
2.7P0
.2409
.5685
4.253
.3674
3
5.717
.4939
.9600
1.182
.6205
1.156
0.646
.1410
.3954
2.95E
.255E
.6036
4.515
.3901
.BI
6.072
.525E
1.020
7.629
.65v1
1.22E
9.186
.793b
DISCHARGE. OF 1', 1.5', 21 2.517 & 3' RECTANGULAR WEIRS
WITH END CONTRACTIONS
TABLE 6-2A CONTINUED
HEAD
1.0 FT.
1.5 FT.
2.0 FT.
2.5 FT.
3.0 FT.
FT.
CFS
GS
MGD
CFS
GS
MGD
CFS
GS
MGD
CFS
GS
MCD
CFS
GS
MGD,
0.26
.4185
3. 131
.2705
.b393
4.782
,413L
.R600
6.434
.555E
1.081
6. 065
.6985
1.30L
9.73h
.84ll
0.27
.4420
3.30E
2856
.30LO
.6756
5..054
.436E
,90911
6.001
567E
1.141
0. 549
66,
465E
3. 404
7124
90.28 021
1
1.453
to a?
.9368
0.9
4699
.
36h5
3Le6
9
.7i 9
S.e10
4847
1.0i0
7,555
C5:
1.2 t0
4.501
.820E2
I.53a
I L45
.488E
00
51433.84E
.1324,
.T8
59.5
.5092
1. 062
1.941
.6961
1.335
9.98E
.8629
1.009
12.03
1.040
0.31
.539t
4.033
.3484
.9265
6. 1A3
.534E
1.114
�.331
.Ilv9
1.401
30.4E
.905E
1.609
12.63
1.091
0.32
.5642
4.271
.3647
.B656
0.47E
.5594
1•L67
0.770
.7542
l•468
10.99
,4494
1.770
13.24
L.144
0.33
.SB96
4.411
3811
.9052
6.T72
.5851
I.221
9, 133
.7091
1.11,
11,49
.9930
l.852
13.86
1.191
0 ,34
.6153
4, 603
.3977
.4454
7. 072
.6110
I.ITy
4,542
.82.43
t•000
12.41
1.038
L.s36
l4.i8
1,251
0.35
.6413
4.797
.4144
.9860
7.3 T6
.1313
1,331
9.95,
.6601
1.676
17.53
1.083
2.020
15.11
1. 306
0.36
.e6T5
4.9v4
.4314
1.027
T.a94
-6b30
1. 367
10,11
.A911
1. T46
13,06
1.t24
2.10b
15.7b
1.36t
0.37
.6940
5.192
,4485
1.06v
T.gg4
.6907
L443
10.30
.937q
1.818
13.60
1.175
2,L93
16.41
I.41T
0.38
.7208
5.392
.cb50
I.IIL
e,310
.7174
1,501
11.23
.97UO
1•Hs1
14, 15
1.2i2
2. 281
I7.Cb
1.4T4
0,37
,747E
5.594
.4833
I.SSy
0.426
.745..
1, 959
11.6P
I.UC7
1.9h4
14,70
L.270
2.370
17.73
1.532
0.40
.7150
5.79E
.5009
1.19E
8.94b
,7734
1.61f
11.10
1.045
:.039
L5.25
1.31E
2.4&Q
18.40
1.590
0.4L
.8025
6.004
.5187
1.240
9.2T4
.89LZ
1.6f7
12. 54
1.004
2.114
15,81
104.6
2.55t
19.0E
L'649
0.42
.8303
6.211
.5366
1 283
9.602
.A2v5
1. 737
12.54
1.122
2.I90
16.30
1.415
2.60. ;•
19.77
1.708
0.43
.8582
4.420
.5547
1.320
9.932
.856L
L.T97
L3.44
L.162
2.287
L6.9b
1.465
2.T36
20.47
I.7b8
0.44
.6864
6.63E
.5729
1.3T2
10.27
.6849
1.650
13.g0
1.201
2.344
17.54
L,515
7.030'
2L.t7
1.429
0.45
.9148
b.943
.5912
1.417
t0.60
.S160
1. 920
L4. 3b
1.741
2.473
10,17
1.566
2.915
21.E8
L.891
0.4E
.9433
f.057
.6097
1.463
10. 74
.9c 54
1.987
1a, 03
1.ZAl
2.502
1d,72
1.617
3.02E
77..60
1.953
0.47
.9T21
7.2T2
.6283
1.509
IL.20
'.9750
2.045
t5. 30
t.322
I.SA2
19.31
1.0166
3.118
73.33
Z.Oi5
0.4A
L.001
r,459
.b470
1.555
I1.63
1.005
2.10H
15,1,1
1.363
2.662
19.92
1.721
3.216
24.06
2.076
0 .49
1.030
T.70T
.6659
k.601
I1. 9tl
1.035
2.172
i6. 25
1.404
2.744
;0.52
1.773
1.315
24. 80
2.l42
D.50
1. 000
7.927
.684E
L.649
12.33
I.obS
2.2'17
Ib. 71
1.446
2.82E
11 .14
I. 826
3.414
25. 54
2.207
0.51
1,1169
0-146
.T039
l.bp6
12-68
1.09E
7.302
17.27
1.48E
2.90E
A .7e
t.660
3.515
26.29
2,2T2
0.5Z
1.IIv
0.370
.723L
I.74•
13.04
1.127
Z.)61
lT. it
L.530
7.992
22.38
1.934
3.116
27.05
2.33T
0,53
l•149
B.5s3
,T 424
1.791
13.40
1.156
2,4)4
18•ZL
1.573
f.076
21.01
I.90B
3.71E
27.82
2.403
0.54
1,17s
P. 815
,761e
1.fl39
13.7E
1.189
2.SOU
LH. fO
1.61E
3.1e!
23.b5
2.043
3.821
28.59
2.470
0.55
1.Z09
9.044
.7613
i.$$5
14. 12
1.22U
2•}67
19. 20
1.b59
3.24b
24 .25
2.09E
3.925
29.37
2.537
D,56
L-219
1.270
.8009
1.937
14_49
1.252
Z.635
19. 71
L_10)
3.332
24.93
2.154
4.030
30.15
2.605
0.57
L,210
9.45E
.8206
1,986
14.286
t.284
2.703
20.2.:
L.74T
3.41q
25.50
2.210
4.13e
30.94
2.673
0.5E
1. 300
, 7
.8404
2.03E
L5. 23
Y•316
2.771
10,73
!_T9Y
3.507
26.2]
2.26E
4.242
31.74
2.T42
0.5a
I.
G.957
.8603
2.08E
15.60
L•346
2.040
2I.25
1.836
3.595
1b,89
2.323
4.34s
32.54
2.Oil
0,611
1.3b2
10.19
.8802
2.156
15.9E
L.380
2.g10
It.??
1.880
3.683
27. 56
Z.361
4.457
33.34
2.961

DISCHARGE OF 1', 1.51121, 2.5', & 3' RECTANGULAR WEIRS
I
WITH END CONTRACTIONS
TABLE 6-2A CONTINUED
FT.
H00000
,393
4
T.M
.t2 ,900
1.10
0.a5 9204
FS
1.5 T.L
GD
16.35 l_413
1606.3 .44b
FS
2.9704
3,SQ
T.
GS MD
2.22033
29 1G6
7.2.52
22.
CFS
3.773
GS MOD
2622 22.438
2_ .5 FT.
CFS
3.0 FT_
GS M
GDC
6343 25
.6
6
,455
1
112
.9406
9609
2.2tlA
.F
38F48
1.97E
017
3.063
,0.6E
2P10ev 90
.496
4.675
,I6
34.
.97,
3.022
065
5
12
2
2.391
5
92
2Ob3
4.044
30.25
2.555
2
c,T84
5.00
3,99487
7
1.5i5
3.263
24.4L
2.L09
436
30.44
.
4.,
.
550
007
2.443
18,21
2.673
5.000
37,4T
3.23766L
8SF3
10,66
L-579
i.612
1.131
3.408
21.11
2.156
4, 22S
C.
313
3
5.111
38,3E
0.
.613
11L1C....,65F48S2S
7i
00i3
1,053
2.547
1905
l64h
3.48E
2$.9
26.04
2_2020.68
4.32E
4,
3.]2
.
54
.23
39.16
3.310
3.382.150
31
125
L064
2.600
7.652
9.45
19,84
1,680
3.554
269
2.291
4.508.
33102
33.T3
2.853
2.914
5.
0.0E12.351
3.45667
1,714
3,627
77.54
,1
.6q3
34.43
2,975
5.42
40.86
3.530
,E....66T7A407E
709
12.79
Lk05
.
1.740
3.70E
5578
41.73
3605
0.
L.741
L_71
l3.03
I26
2.759
20.64
1_7833.77628.252.440
17.69
r.342
4.648
35.11
Oltr
5.644
42.54
3.680O.T2
0,75
806
13.5E
.13 lit
1.167
2.B12
2.866
21.S4
20.l1
2.4
4,79
4
35.86
36.58
3.098
5.810
43_47
1.7553.85E
0,75
t
1_B]B
13. 75
I.IBp
2.920
21.8a
1.852
3_926
29.37
2.537
4.069
37, 30
3.Z22
t-se?
4.001
29.93
-.586
S,0B3
38,02
3.ZB5
6.046
45.23
3.907
0.76
0.77
L.p7l
IS•00
1.209
2.574
22.25
L-922
4,
6.046
46.1E
3.907
0,74
1.903
l_936
L4.24
14.46
L Z30
3.028
22.6d
1, 9$7
077
4.I53
153
30. 50
3L.0T
JL
2.635
2.684
5.180
3b.75
3.348
6.284
47,01
4,061
0.7
t-4641.272
L,251
3.0,
3.F 3S
23,06
1,993
4,
65
2.734
5.278
39.49
3,41E
6.403
47.90
4,139
0.80
2,002
14. 97
t. 294
3.193
25.41
73.89
2.028
4, 307
32.22
2.784
5.476
23
40_.97
3.475
6.524
48.BL
4,2i6
Z.064
4.384
32.80
2.034
S.S 76
41 .71
'3.539
49.71
4.295
0.8E
2.034"
15. 22
1. 315
3.2sR
6.645 IcT
50.62
4.174
O.B3
04.462
.94
2.067
2_133
15.4b
15. 71
1.336
1. 357
3.303
1.359
24. R
2,103S
4.540
33. 96
2.934
T76
6-809
51,54,
4.453
0.65
2,13]
15. 4a
1.779
3.4 F5
25.13
25.55
1.17L
4.618
34.55
2,9x5
.5-,
5,776
43.2E
43.21
3.TSJ
3.T90
136
4.532
0.83
2.166
16.20
1.400
3.411
25.96
2,207
2.243
4,697
35.14
3.035
.5.877
44,73
3.964
7.
7.260
53.46
4.612
0,56
2_149
16. 45
4.776
35.73
3.006
-6.OB0
'45.c93.930
7,385
54.31
55.25
4.692 _
4.773
O.B7
2.232
36.70
1,421
1. 443
3_527
3. 503
26.38
7_279
4.855
36.a2
3.138
6.Ip3
0.80
2.265
17.19
t.464
3.640
26,41
27.13
2_316
4.934
36.91
3.189
6,205
46.25
i7.02
3, 996
4.062
7-511
56.19
4AS4
0.90
2.Z9B
I7.19
1.485
3.696
27.65
2.352
2.389
S.pL4
77.5E
3.241
6.349
47 .i9
4,129
7.b37
7,7b3
5T. 13
4,935
0.90
2. J31
iT. 44
1.507
1,153
70.00
2.426
5.094
38.1E
3.292
6.542
4tl.57
4,129
7.890
SB. OB
S,DlY
5.175
3d. 71
3.344
6.596
49.35
4.263
56.03
5.011
0.9E
2.365
17.69
1. 528
31810
28.50
2.462
8.018
59.96
5.182
0.92
0.93
2.198
Z.432
47.94
t8.19
11550
1.611
3.867
28.93
2.499
5.255
34.12
3.397
6.70!
50.13
4.131
B.L46
60.94
5.265
0.94
2.464.
J$.44
1.59]
3.924
3.982
29.30
2.536
5.410
40.53
3.501
6.96E
SL_70
3
8.404
61.81
5.348
0.95
2_490
18-68
1.614
4. 079
30.22
)0. 22
2.573
2.61E
S,s99
41.14
3.554
7.017
52.49
4,466
4,535
8.4p4
67.87
5.432
5.58E
41,75
3,60E
7.123
53.28
4i603
s,534
63.84
5,516
0.664
44.82
5.6p0
DISCHARGE OF 11.522.5& 3' RECTANGULAR WEIRS
WITH END CONTRACTIONS
TABLE 6-2A CONTINUED
HEAD
1.0 FT.
1.5 FT.
2.0 FT.
2.5 FT.
3.0 FT.
FT,
CFS
GS
M G D
CFS
GS
I MOD
CFS
GS
MGD
CFS
G5
MOD
CFS
G5
MOD
0.91,
2,531
18.93
i. 436
a.p9T
10, 65
2.648
5.bei
s2.31
3.b6O
7_Z29
54.09
4.672
B.l9S
65.00
5.654
0-97
2.564
1a.19
1.651
4.155
31.OA
2.a85
5.745
42.ob
3, I1)
1.336
".Be,
4.141
6,927
66,76
5, 769
0.98
2.597
1. 679
4, 713
11,52
Z. 723
5.820
43. 60
3.767
T.443
55.68
4.011
9.059
67.77
5.855
p•99
2,631
19.46
1.7"
4.27L
}J, 95
2. 760
5. 911
44, 21
3,520
7..55E
56 .49
4.880
9.19E
68,76
5.940
1.00
2.664
19.93
1.722
4.324
32,39
2. T96
5. v94
44. 04
3.8 14
7.659
5.1.30
4.950
9.324
69.75
6. 026
1.0f
2. 69T
20.141
1. 743
4.387
32. BZ
2.836
6.071
45,46
3, 92p
7,76E -
59.L1
5.020
9.4$T
70.75
6, I12
l•02
2.711
10.43
1. 765
4.446
33-26
Z.871
6.161
46. 09
3.9P2
T_e7b
58.92
5. 090
9. 591
11.75
6,199
L-03
Z. 764
20. be
1. 786
4.504
33.70
2.9L1
6.245
46.11
4.026
T_985
.59.71.
5-161
9, 726
7Z. 76
6.286
1_04
2.T4T
40.93
1.6ax
s_Sb1
34-14
2.949
6. 129
4J, 35
4.a90
8.095
60•S6
5.712
9, 841
73. 77
6.373
I.OS
2,830
21.1T
1. 829
{,62Z
34.SP
2,987
b.413
4T,98
4:145
5. 205
6t •3A
5.303
9.996
74.78
6.4b0
1.06
2.064
11l 41
1, 051
4.0B1
35.02
3.024
6. 498
48.61
4. 209
5.315
62. 2.0
5.374
10, 13
75.80
6, 548
1 .07
2.897
21.67
1. 872
4. 740
35.46
3.063
6.563
�4v, 24
4.254
6.421,
63.03
5.445
10.Z7
7b•82
6.63h
L.08
2.930
21.92
1.694
4.194
35.90
3, 102
6. b6E
49.6E
4_309
8. 536
63•Bb
5.5L7
10.4E
77.84
6.725
2.9e3
22. 17
l•9l5
4.858
36. 34
3.140
6.T53
50.57
4.364
9.646
64.b9
5.584
10.54
78.01
6,814
1-10
2.997
2L42
1.93T
4.937
36. 79
3.178
6•B3B
51,16
4.420
8.759
65.53
5.661
10.06
79.90
6.903
1. 13
3.030
22.67
1. 956
4.9T7
lY. 23
3.217
r.. 974
51. 00
A.415
8.87E
eb.37
5.733
10. 82
00. 93
6.992
1 .11
3.0h3
22.91
1.980
5.036
37, b8
3.255
7.010
b2.44
4.53E
8. 983
67.21
5.806
10.96
6l.97
7.08E
t,13
3.096
23. 16
7. 001
5. 096
30. 12
3,294
7.C46
53.09
4, 586
9.096.
'88,OS
5.8 T9
Il. lO
83.01
1. 171
l-]c
3.129
2.3.4E
7. 012
5.156
39.5T
s.332
7. IP2
53.T3
4.b42
9.209
69 .84
5.952
I1. 24
84:05
7.262
1,15
3. 16Z
23.66
7. 044
5.Z16
19.02
1.37E
7.7a9
54. 38
4.696
9. 322
69.74
6. 025
L1.30
85.10
7.352
1-i6
3.Iv5
23. 90
7. 065
5.275
a4_46
3.409
7.356
}5, 03
4, 754
9.436
10 .59
6. 098
11,57
86.15
-1.443
1 .17
3.2205
24.15
2,086
5.335
34.v!
3.448
7. 441
55, 6P
4.B10
9.550
T L 44
6.172
i1.6b
87.20
T. 534
1.18
3.261
24.413
2.108
5.311
4L1. 16
J•487
7,i7y
SL•33
4.Pb6
9.664
72.29
6.246
N .80
58.26
7.625
,.19
3. 294
24. 64
2. 129
5.455
40.9E
1.52c,
7,ni7
5b, 90
1.923
9."'a
7).15
6.32.
11.114
69, 32
T.71T
1.20
3. 327
24.09
2. I50
5.51b
41.2e
1.51.5
7.704
T•7. e4
,..979
9. 8•13
74.01
h.394
12.06
90.38
7, one
1.21
3.3tr0
25.11
2.111
5.576
71
3bn4
J. 792
"'A. 2`
5.04
10. PI
1},87
6.468
12.22
91.45
7,900
)•392
25.3E
l92
5.6
4•tl
2
3.643
7.HPn
5_093
10.12
T$TJ
6_543
12.37
9.52
T.9931.22
23
3.425
25..'
6
7214
5.69
42.E
5
,_l49
0.24
70•0
93.51
0.005
1.24
3458
25. 81
2. 235
5_757
43.07
3,721
e.n56
60.27
5..'0f,
10.35
T7.4f,
6.692
17.65
94.66
5.118
l .25
3..49C
26_11
7.75L
5.817
43.52
4,760
8. 144
40.9E
3, 21,4
10.47
78,33
b•1b7
12.60
95.14
8,Z71
1 .26
3.523
26. 35
2.277
5.616
43.9E
3. 799
tl..133
61,51
1.321
10.59
74,21
6.64)
12.94
96.52
8.365
7 .27
3,555
2b.n0
7.29P
5.918
a4•s1
1:938
8.321
62.Z5
5.3 Y8
10, 10
Bu.9e
b.418
13. 09
97.9E
1, 450
1.Z8
3.768
16.A4
t.719
5.999
44.89
},p71
x,410
61.92
5.436
f0. 02
80 .45
6.994
13,23
98,94
0.552
1.Z4
3.620
27,0e
2.340
6.060
45.33
3.4L6
e.4a.
61.56
5.4.1
10. 54
91.87
7.070
13.30
100.1
0.646-
1,30
3.653
27. 32
2.361
6, 120
45•T9 _
3.956
6.5AB
64.25
5.551
11.Ob
U.. 71
T.146
13..52-1at:2.1 T4f@
1
�..,4
%7
lH .i j
SEF 1 9 2008

Basin #
1
2
3
4
5
6
7
L=
Cw =
Designer BMD
Date: 9114/2008
Check of Primary Discharge Velocity
Op 1 in/hr Hw 1 in/hr Velocity (fps) from
(cfs)
(ft)
Level Spreader
0.63
0.08
0.83
0.60
0.07
0.81
0.60
0.07
0.81
0.59
0.07
0.81
0.61
0.07
0.82
0.82
0.09
0.90
0.63
0.08
0.83
Qp 10 yr Hw 10 Yr Velocity (fps) from
(cfs)
(ft)
Level Spreader
1.57
0.14
1.12
1.49
0.14
1.10
1.51
0.14
1.11
1A7
0.13
1.10
1.53
0.14
1.11
2.06
0.17
1.23
1.57
0.14
1.12
10 ft Level Spreader Length
3.0
Broad Crested Weir
Q =Cw •L-Ht5
I
I .5
Hw Q
Cw • L
Broad Crested Weir:
Q=VA
V=Q= Q
A Length lip • Head �
Check for Velocity
2.5 fps
ok
ok
ok
ok
ok
ok
ok

Cross Reference Table - Basin Name to Soils Report Label
Design Basin Name (#)
1 1
1 2 1 3
4
1 5
6
Soils Report Test Number
1 1
1 2 1 3
1
15
6

P. 01
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TRANSACTION
REPORT
OCT-09-2008 THU
10:02 AM
>K FOR: NCDENR
910
350 2004
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DATE START RECEIVER
TX TIME
PAGES TYPE
NOTE
M# DP
OCT-09 10:01 AM 919198546259
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OK
348
TOTAL
1M 25S PAGES: 8
�
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
FAX COVER. SHEET
Date:
To: _ J<--
Co:
Pax:
P,G:
Williaor G. Ross, Jr., Secretary
No. Pages (excl. cover):
Express Permitting
From: Sandra Exum
Phone [phone]
Fax: t910 350.2004_
127 Cardinal Drive Extension, Wilmington, NC 28405 r [phone] • An Equal Opportunity Affirm»tivc Action Rmployer

P.01
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>K
Miclerrel F. Easley, Governor
Date: _ U
To: (�
Co. LL S
Fax.Re- 44V
State of North Carolina
Department of Environment and Natural .Resources
Wilmington Regional office
FAX COVI✓R S)Et7sET William G. Ross, Jr., Secretary
No. .Pages (excl. cover): —7
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127 Cardinal Drive Extcnsion, Wilmington NC 28405. [phone] . An Equal Opportunity Affirn1dive Action Emplo er
Y

W1-1ITI' OAK RIVER BASIN
Name of Stream Subbasin Stream Index Number Map Number Class
Mairey Branch
WOK03
21-3-1
H31SW7
C
Margaret Branch
WOK02
19-4-3
H29NW9
C;NSW
Maria Creek
WOK04
21-35-7-13-1
H33SW2
SA;ORW
Meadows Branch
WOK03
21-S
H31SW9
C
Middens Creek
WOK04
21-35-7-24
H32SE9
SA;HQW
Mile Hammock Bay
WOK02
19-41-2
I29SE5
$A;HQW
Mill Creek
WOK02
19-9
H29SWB
SC;NSW
Mill Creek
WOK02
19-30-1
129NWB
SA;HQW
Mill Creek
WOK02
19-39-3-1
129SWB
SA;HQW
Mill Creek
WOKO1
19-41-11-1
I30NW7
SA;HQW
Mill Creek
WOK01
20-29-1-1
130NE2
SA;HQW
Mill Creek
WOK03
21-19
H31SE9
SA;HQW
Mill Run
WOK02
19-17-7
I29NWS
SC;NSW
Mill Swamp
WOK02
19-3-1
1428NES
C;NSW
Milldam Branch
WOK03
21-3-6
H31SWS
C
Millis Swamp
WOK03
21-3-2
H31SW7
C
Millstone Creek
WOK02
19-30-3-1
129SW1
SA;HQW
Mingo Creek
WOK04
21-35-7-10-3
H33NW9
SC
Mire:y Branch
WOK02
19-41-5-3
129S£3
SA;HQW
Mirey Branch
WOK01
20-7
H30NW7
C
Money Island Say
WOK03
20-36-13
I32NW4
SA;HQW
Money Island Slough
WOK03
20-36-13-1
I32NW4
SA;HQW
Money Island Swamp
WOK03
21-16-2
1431SES
C
Morgan Bay
WOK02
19-18
129NWG
SC;NSW
Mott Creek
WOK02
19-16-3
I29NE1
C;NSW
Muddy Creek
WOK02
19-30-2
I29NW8
SA;HQW
Mulberry Creek
WOK01
20-13
H30SW4
C
Mullet Cove
WOK05
21-35-7-31
I33NW4
SA;ORW
Mullet Gut
WOK01
20-29-2-1
I30NE1
SA;HOW
Mundine Branch
WOK01
20-6
H29NE6
C
Negro Creek
WOK05
21-35-7-4
H33SE2
SA;HQW
Nelson Bay
WOK04
21-35-7-10-(1)
H33NW9
SC
Nelson Bay
WOK04
21-35-7-10-(5)
H33NW9
SA;HQW
NEW RIVER
WOK02
19-(1)
H28NW3
C;NSW
NEW RIVER
WOK02
19-(7)
H29SW8
SB;NSW
NEW RIVER
WOK02
19-(10.5)
H29SWB
SB;HQW,NSW
NEW RIVER
WOK02
19-(11)
I29NW2
SC;HQW,NSW
NEW RIVER
WOK02
19-(15.5)
229NW2
SC;NSW
INEW=RIV� Elm
WOK02
e:1,9`(2,71]
I29NE7
SA: HQW�
New River Restricted Area f# 1
WOK02
19-31
I29SW2
SC
New River Restricted Area # 2
WOK02
19-37
129SE4
SC
Newby Creek
WOK04
21-35-1-a
I32NW3
SA;HQW
NEWPORT RIVER
WOK03
21-(1)
H31SW9
C
NEWPORT RIVEA
WOK03
21-(17)
H31SE9
SA;HQW
Newport River Restricted Area (Morehead City
WOK03
21-31
I32NW2
SC
Harbor)
North Fork White Oak River
WOK01
20-2
H29NW6
C
North Leopard Creek
WOK04
21-35-1-7-2
H32SES
SA;HQW
North River
WOK04
21-35-1
H32SW6
SA;HQW
Northeast Creek
WOK02
19-16-(0.5)
H29SE4
SC;NSW
Northeast Creek
WOK02
19-1fi-(3-S)
I29NE1
SC;HQW,NSW
Northeast Creek
WOK02
19-16-(4.5)
I29NW3
SC;NSW
Northwest Prong Newport River
WOK03
21-2
H31SW5
C
Old Channel
WOK05
21-35-7-8-1
H33SE4
SA;ORW
Page 5 of 8

The
Catena
Group
SOILS REPORT FOR
STORM WATER BASINS
AAV Site
Camp Lejeune, NC
Prepared For:
EarthTech
701 Corporate Center Drive
Suite 475
Raleigh, NC 27607
Prepared By:
The Catena Group
Hillsborough, North Carolina
April 14, 2008
rj
/ Gary S. Kreiser
410-B Millstone Drive
Hillsborough, NC 27278
[phone]
So'� S

INTRODUCTION
The Marine Corps Base at Camp Lejeune plans an expansion of Amphibious Assault Vehicle Site (AAV).
As part of this expansion, several stormwater infiltration basins are proposed to infiltrate runoff from
adjacent impervious surfaces. As part of the application process, a soils investigation detailing soil type,
infiltration rate, and depth to seasonal high water table is required. The Catena Group, Inc (TCG) has
been retained to perform the soil investigations.
INVESTIGATION METHODOLOGY
Prior to the field investigation, the Onslow County Soil Survey was referenced to get an overview of the
possible soil series located in the study area. Around the AAV Site, there are two mapping units. Figure
1 presents the mapped soil series and the general location of the proposed infiltration basins where the
borings and infiltration tests were performed. Table I presents the soil series, map unit symbol and
taxonomic class.
Table 1 Soil Series, Map Unit Symbol, and Taxonomic Class
Map Unit Symbol
Soil Series/Map Unit
Name
Taxonomic Class
Ur
Urban Land
NIA
WaB
Wando
Thermic, coated Typic
Quartzipsamments
The Feld investigation was performed on March 11, and 27, 2008. Soil borings were made with a hand -
turned auger in the vicinity of the proposed infiltration basins. Observations of the landscape (slope,
drainage patterns, past use, etc.) as well as soil properties (depth, texture, structure, seasonal wetness,
restrictive horizons, etc.) to a depth > 48 inches, when possible, were recorded. Soil color was
determined with a Munsell Soil Color Chart.
The rate of water entry into a soil is referred to as the infiltration rate. The infiltration rate into a soil
decreases with time mainly due to an increase in the soil water content and a decrease in the hydraulic
gradient. As infiltration continues, the rate of water entry into the soil reaches a constant value (steady
state condition) which is considered to be the same as the saturated hydraulic conductivity (KSAT) of the
soil. The KSAT was measured in the field and used to characterize the infiltration rate for each proposed
infiltration basin.
KSAT measurements were performed at each of the proposed infiltration basin using a constant -head
permeameter (Amoozemeter). Before any readings were recorded, the Amoozemeter was allowed to .
equilibrate, typically 25 minutes.
Based on conversations with the designer of the proposed infiltration basins (Mr. Bryan Dick of Earth
Tech), construction of these basins would remove approximately 6 to 12 inches of topsoil. As such, the
KSAT measurements were performed around a depth of 12 inches in order to estimate the infiltration rate
at the new soil surface.

FINDINGS
Soil 'Type
Based on the borings in the vicinity of the proposed basins, it was determined that the majority of the soil
at the AAV Site was urban land with varying depths of sandy fill material over the naturally occurring
soil surface. There were two borings (Site l and Site 6) that the soil borings indicated that there was less
disturbance and were classified as the Wando soil series. Detailed boring logs for each boring are
attached.
Table 2 presents each boring with a soil series determination. Determination of soil series was made
through a comparison of soil boring descriptions to the Natural Resources Conservation Service (MRCS)
Official Series Description (OSD) for the soil series that were mapped by the NRCS for this site.
Table 2 Soil Borings and Soil Series Determination
Boring #
Soil Series Determination
Basin 1
Wando
Basin 2
Urban Land 24" fill*
Basin 3
Urban Land 22" fill*
Basin 4
Urban Land 30 " fill*
Basin 5
Urban Land 30" fill*
Basin 6
Wando
*no determination of soil series due to fill material
Depth to Seasonal High Water Table
During the field investigation, the depth to the seasonal high water table (SHWT) was determined. Since
the soil was typically sandy, the determination of the SHWT was made through field indicators of
redoximorphic features or the presence of saturated soil. Table 3 presents the soil borings and the
determination of the SHWT.
Table 3 Boring, and Depth to SHWT
Boring #
SHWT Determination (inches
below Surface)
Basin 1
40
Basin 2
40
Basin 3
30
Basin 4
>48
Basin 5
40
Basin 6
30
The depth to the SHWT varied greatly around Basin 6. There is a large ditch (See Figure 1) that is near
the proposed basin location. Approximately 60 feet to the east of the test location, the depth to the SHWT
is only 13 inches. During this investigation, the exact configuration of the basin was unknown. Due to
the variations in SHWT, the proximity of the ditch and the uncertainties of the basin configuration it is
unknown if there will be a large enough area to fit a basin.

Infiltration Rate
Multiple saturated hydraulic conductivity tests were performed at each proposed infiltration basin. The
results for each test are shown below in Table 4. Data sheets for each hydraulic conductivity tests are also
attached. At each basin location, the geometric mean was taken and is presented in Table 4. The
geometric mean was calculated instead of the arithmetic mean, as it tends to dampen the effect of very
high or low values, which might bias the arithmetic mean if a straight average was calculated.
Table 4 Results of Saturated Hydraulic Conductivity Tests and Geometric Mean
Test Location
Test Number
Test Depth
inches
Measured KsaT
(inlhr)
Geometric
Mean in/hr)
Basin 1
1
11.4
1.22
1.41
2
12.2
1.17
3
9.8
1.97
Basin 2
1
11.8
3.13
2.19
2
10.6
1.53
3
11.0
1.76
Basin 3
1
12.6
3.51
2.88
2
11.8
1.53
3
11.0
1.76
Basin 4
1
9.8
2.20
70
2
11.0
3.30
Basin 5
1
11.4
1.0
1.52
2
11.0
1.8
3
11.0
2.0
Basin 6
1
12.2
5.34
6.60
2
13.8
7.12
3
13.4
7.54
Since soil is inherently non -homogeneous, field tests can often misrepresent the areal hydraulic
conductivity of a soil. Typically, field tests underestimate the saturated hydraulic conductivity of clayey
soil and overestimate it in sandy soils. As a result of this misrepresentation a "moderation factor" is
suggested to convert point saturated hydraulic conductivity to areal saturated hydraulic conductivity for
each proposed infiltration basin. Since the soil is typically fine sand or loamy sand, a moderation factor
of 0.5 was used to correct for the potential of overestimating the infiltration rate. Table 5 presents the
saturated hydraulic conductivity geometric mean for each infiltration basin as well as a moderation factor
to get an area infiltration rate for each proposed infiltration basin.
Table 5 Geometric Mean, Moderation Factor and Areal Infiltration Rate for Each Basin
Test Location
Geometric Mean
Moderation Factor
Areal Infiltration Rate
inchesthour
Basin 1
1.41
0.5
0.71
Basin 2
2.19
0.5
1.10
Basin 3
2.88
0.5
1.44
Basin 4
2.70
0.5
1.35
Basin 5
1.52
0.5
0.76
Basin 6
6.60
0.5
1.04

As shown in Table 5, the majority of proposed basin locations have an infiltration rate of I inch/hour or
greater with the only exceptions being Basin Iand 5. However, even with these lower infiltration rates for
Basin I and 5, these areas are still greater than the required 0.52 inch/hour.
CONCLUSIONS
The findings presented herein represent TCG's professional opinion based on our site and soils
evaluation. This report is provided to assist in the application for the infiltration basins by providing the
soil information. North Carolina DWQ must issue the final permit. Any concurrence with the findings in
this report would be made at that time.

The
Catena
i%%SGroup
�r
"•_"sr Legend
• Proposed Basins
w Ditch
- = NRCS Soil Mapping Unit
� • Ur
r �
4-� VbB
AAV Site
Camp Lejeune, NC
April 2ao8
Scale 1 =150'
Job No.: 7354
Figure

ERARTNTE` -
F..*,LTH & NL T'_k;kL FE.SGCRCE4
1',•1510*4 OF ENA'iR0Cl '.%!'T..i_ F?E!.L.TF?
-c -
.. �'•� S : S"�'� _ it ' - � � ; � , ; ; ! �
T7
;44 IT- LT.-1,r Er'-1 `::
--

HYDRAUUC CONDUCTIVITY STUDY
Cam L sacra
Dole. 3r11)2006
Wawa, Con bt Sunny
L_M,MAAV $win 1
T-P-Wr• IF)' 60
Number 7
Hmzon- E
Cm
rndha4
Ceglh(mcros]: 11.4
UPmdn0
Tarpel Weler Level: 15.0
5.9
prhh
BagWater LoI 140
55
Hole Dept, (Cml:
29.0 114
EMvg Wow. Leval: 14.0
5.5
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105.o
2,0
zoo
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23004
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HYDRAULIC C0N000TIvtTY STOCY
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so
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5.5
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5.5
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4.3
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-15 0
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15.733
HYDRAULIC CONl7UCTIVITY STUDY
Cwn L
Ode: 3r11f2008
Local-. AAV 6esln 1
Numbx 3
Halzoe. APME
lcm
Depth(nnhm) 9-6
7
""I" water Level: 1s o 59
cm
mdw
8egrmm�g Water Leval: 14 0 5.5
Hob Depth (cm):
25.0
0.8
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Rorh r s (Cm):
+ 14.0
5.5
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NOTE = Readings based on Ending W der Lend
Cp.-- Fa" fG f 1:
1050
Wabr dunpe In
Chamber dock
Eiapwd Time O K K
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33.5
1A
105.0
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311
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1-ON
2-ON
NOTE'- R.4dn¢ OSE on Endirg WMw L.YM
Cov.rwm F.Aw (C F }
1050
wmr chwg. ,n
Ch-wr dock
Ei.pwd TM,. 0 K
K
K
R..drn ...w WM
C F
tnro (mm)
Irm
N eln34r (sown
w w)
336 00
1060
30
329 0 r
1060
so
2.00
0.033 2206 0 3 5w
14002
20.940
32 OR
105 D
70
200
0033 28350 4 S725
1 am
20 934
3, 3 0 7
1050
9.0
200
OM 2205 0 3 5W
1 am
2090
304 09
ID50
11.0
200
0033 293SO 45M
1am
M904
297 0 7
1060
13 0
2 DO
0 033 22DS 0 3 55E4
1.4002
2090.
bul K.M 1.995
1.S34
22 M4
H _lj1ICC__Lj T1V17Y _OV
Camel
0w4
N,+r2006
Loc.rlm MY 94Nn 2
r4 "W
3
F6__
AprSE
vn
nCn..
D.^,nm4.1
11.6
711W Y1a1.r L4VM: 15,0
5,9
cm
incn.e
Brgmn.ng W.I.r LwN: l4-0
5.tl
Hde Depth Icml
28 0
III
EMing W.Ier L..* $4,0
S,9
R.f. lonl'
a 100
19
Hwd t-n
- 15 0
8,9
CHT TW.I.I rn, g.
. 23.0
Hol. d.m w (am):
Hai- r"m 1rR 2.5
VN.. S.mnO
t
-WB.WM A. 0001288
I -ON
2-ON
NOTE: Re".p h.e.d an Endlrg 91.I.r L-W
Ccv x. radw{Cr1
105a
w M.i
Wrg. n
Chwnw �11-
El.oeed T. 0 K
R
K
ftexTn9
w 4eM
C: F
urns � 'i
(-,)
Ihr vnlnr 1-ft)
KYllr
rm
a13
on
+05a
41)
40
+ 3
1050
on
200
0 O33 409S 0 52756
2 OTTO
31.075
A 9
1 2
1060
6 0
2.00
0 033 37M 0 4 MW
1 9172
25.595
379
09
1050
1o0
2.00
0033 28350 36523
14379
21,514
368
1 3
1050
120
200
0 033 40H 0 S Me
2 OTTO
31 075
355
1 1
1050
140
2 00
0 033 3465 0 44640
1 MM
292M
IFI-1 K.M 4.464 1.757 1 29J94 1

1
WDRAULIC CONDUC7IVTTY STUDY
Len _
DN.' j/11f2009
Wrmr C-d-bnn SL"
Lpc.b.r. ^AV 6+vn3
T. Pr IFI 80
t*,.w 1
Herrin E
aA
-xrw
D.ptiXWOwl 12e
TagW Wow Lw 150
59
an
Be9�a.n9 WNW Lwd 140
5 5
HOW Dptl1(mr
320 as
Endmg WNW UWO 940
5 5
R.1.1Ww (m)
0.0 &1
Head(m).
-150
CHT Tub.(.) wM%
• 250
H.I. d-w fan). SA
Hd. ro*A 111. 75
Inn
Vat-. 3.0,q
s
-.Ok W A O a01288
iON
ZON
NOTE'. R.Winpc bawd w Endng WNW L-1
C9-W F.M. ICY.):
106.0
WN.1 c}1W1pe in
Cllxnb.r
dock EI.p.W Time O K
K
K
.r.r MvN
CF
Km. {min {min
(MI cm31nl (on8v
INN
Ide
*$ 0,0
106,0
01)
>ni 2 2
1050
20 200
0 033 69300 e U79
35149
52 580
86A- 2.2
105,0
11.0 2.Oa
0 033 69300 0.9279
35140
52.589
22
105,0
RO 200
0 033 89300 8 9279
3 5149
52 589
iL
HYDRAULIC CDNDLICT TTY STUDY
Damp L wlle
Dow &I IMM
Lndbw AAV B.Wn3
Nd w 2
H.1wn'. E
cm_
1cn.e
Dep NkKtr 11-e
T.rgW W., L-N Is 0
59
B.pimmnp water L.-N 12 0
4 7
HOW D.pth(c1A1,
303
lie
Endrtg W"ro Level 130
5t
Rofta 1pml:
• 11.0
43
Hand (cm)',
- 15 0
59
CHT Tub.(.) Wunp-
.40
Hd. dam.l.r fool' 50
V.N. S.Amg:
K
c9 ft mt A 0 001435
1-0N
2-0N
NOTE, R.W.rg. brd on Endrg WNW La-W
Co -Wren Fan. iC F ):
1050
W.hr cYrrtp. to
U-b.r
clock
Elopa.d Tune D K
K
K
..I.t L.-.!
CF
bin.1-1
iminl
IMI Ian3Ae (a1a1r
IiNt.l
2L2 0.0
105.0
30
24.9 3.3
106,6
Sf.A
200
0 033 10395.0 14.9l80
5 97T2
07 932
21.i 30
1060
74
200
0 033 9460 0 13-SM
5.3429
79 938
Su 31
106.0
!A
2.00
0 033 97e6.0 %
SM10
82 603
Ise 3.2
1050
11l
200
0033 100e0.0 14A757
56991
85.267
IA'DRADLK: CDNOLICTNTTY STUDY
C.m L
Deb.
3111/2008
Leutibn AAV B.NA3
Nrnw
3
H9ntpn
e
p.pml-nwl:
12.2
JUMT.TpN
WNW L-,M 150
5.
an
htrtrea
Bs9lnnnp W al.r L.-N 140
55
Hbl. D.pW Icm1
31 0
U2
Endn9 WNW L-d 140
55
R.WW Jant,
130
61
H..d I=):
150
5.2
CHT T.M%) m1g.
= 290
Hda d.meMr 1[ ) 60
Hd. r.da1. I" 7 5
Val-. 54mnp.
a ffm A 000,20
1-0N
2-ON
NDTE. R..d,npa b. W m Endn9 Wt., L.-N
Cb-r Fa IC
F 1
1050
WNW
Nrtlp.m
DMwOW
deli
EWpud T.ne D K
K
K
I.a1W Ia-N
C F
w" lmel
1mA1
IN7 cm3/tK1 ILYNhrY
(Wvh,)
pywdt
�.7
00
1050
!a e
07
los 0
0
200
0 033 22050 2 &MT
1 1184
16 733
0.9
1060
TA
2.00
0 033 28M 0 3,6523
1 4379
21.514
>
07
1050
"
2 00
0 033 2205 0 26401
1.1184
16.733
.� a
OF
1050
11.0
200
o a31 77M G 2 6407
1 118A
is TM
rL.W K.N 3.111
1.228
18.326

HVORAULIC,GONDl1CTIVITY sTUOY
L
Del`3r11rZ=
W.0 Condloan Ck**
Lp tic : M.V 9nln 4
Temorrelvm (F) 40
Number 7
1lortxm E
1m w4tm
ap011incnee]. 8,6
SET UP
7argxl Wnee� L-I: 15.0 54
cm
Beginning Water Level: 11.0 4.3
Hde DWh Jcml-
25.0 OB
Ending wafer Levr: 11.0 43
Rer-Sal-
• 10.0 39
H4ad 1-1 .
- 150 5 9
CHT Tubes) setting'
• 20,0
Hde dtbmetar (ani 80
Hde md- (rl 25 II1C11Da
VeNe 9eoinp.
r
-fhaed A 0 001527
Covernon Factor {c F 1
1-0N
20.0
2-ON
NOTE, Readings based on Ending W.I.,
L-1
Wm,,
change n
Cl,--
do
Elspsstl Torre
q
X
K
K
Reading
waist level
CF
Ame lmmt
IminS
fhr]
(rad3lhr}
S-Ihrt
(Inrhrt
arm2lday
34.1
C.0
200
1.0
28 8
5.7
200
30
2.00
0033
3420.0
6.2492
24503
35 810
23.2
$A
200
5.0
2.00
0033
32400
5.9203
2.3308
36 873
11 7
5.5
211
10
200
0.033
3300.0
8.0299
2.3740
35.519
12.1
8 2
200
A 0
2.00
0.033
3120.0
5.7010
2.2445
33.581
7 4
51
20 0
11 0
200
0.033
30500
55914
22013
32.05
24
so
200
13.0
2.00
0 033
3000.a
54817
2.1562
32.290
phid Rod 5.5E1 ZM 1 umr 1
HYDRAULIC CONDUCTIVITY STUDYCam
Le was
Dose' 3111ra08
LombM AAV Esfdn 4
Number. 2
Hohzen- E
1m Mlehr
D.XNh mnl. 11.0
T.W ware* Leer: 15.0 8A
an indm
Beg.-Q Water Ler41. 13.0 8.1
W. apticml
28.0 11.0
Ending Wrer Linter, 14.0 5.4
Ref.--(cml.
•9.0 35
Hrad (-o
- 15.0 89
CHT T.W. seRLng
- 22-0
Hde dumafer (on l: 5.0
Hole mdilm {11: 2.5
value sen�rg.
x
ceel6rleM A: 0-001288
1-ON 21ON
NOTE: Readings tined m Ending W KW Levy
Cove.e�on Fade {GF ):
1050
W.I. change m
Ch-t W 6%k
Elapsed Time O K K
K
ReedeN wafer I-i
C F bore Imml Imml
(ho I-Yr l (vnft) (W r)
30,9 00
105.0 1.0
37.6
2.3
105.0
3.0
2.00
0033
7245.0
9,3337
3-6747
54.970
35 6
2'a
105 a
5.0
2.00
0,033
63M 0
81163
3 1964
47 BOB
334
22
105 0
7,0
2.00
0.03T
610300
82279
3.5149
52 569
313
2.1
1050
9,0
2.00
D033
6615.0
85ni
33552
50198
292
2.1
1(.0
11 A
2.00
0.033
6615.0
B 5221
33552
50.198
27.2
20
105.0
13.0
2.00
0.033
53000
81163
3, 1g54
47,808

HYDRAiluc conxTivITY STUDY
Cam are
D.W. 3r11I2006
Wn8w CoNd6m, sw"
WOW- MV 9aar5
T-rlpa.e.. IR 60
Nn1l . 1
Hwr.on: E
Icni
M10t1a.
D.pNk.t .1: 11.4
SET ME
TrgM Walr L..n115.D
5.9
B.90.rg WalWL"el4.0
55
HOW DM161IanY
290 11i
Endrg Wr.r Lwr.F 13.0
5.1
pmhr (-1
• 90 31
Hmw (an]
- 150 59
C71T T ".} .wbng
= 23 0
NOa dkw wa jomt is
Hda rr11e lrt 25
V.M. sm.b w
a
✓ A. 0.001438
1.ON
2�ON
MOTE, RwdY- dw4m ErWk g W.W U.al
Cor.r>,m pepw IC F 1'
105.0
WwW clrrgen
Chambr
derl Elap..d Twr 0 K
K
K
waW rvel
C.F
5ma Imml mle
Ihr (ClAdIINhrOWROdy
44 00
1RSA
pp
43 10
105,0
30 3.00
0050 2100.0 3,015E
1.16T3
17.764
4&1 09
105.a
6D 3.00
0O50 1690.0 2,7142
1.OB86
15.956
413 08
1050
9.0 3.00
0.050 1660A 24126
0.949E
14.211
40.5 08
IDS
120 3,00
0050 1660.0 241M
OA1B6
14.211
IFIMI Kcal E513
WMI
1 14493
HYDRAULIC C;M0X W1 Y STUDY
C4m
Dar. 3r„Y2a09
LDrmbm MY BmWhS
Nrebr 2
H=ryw,
Dp1lylrrJrfl. 11.0
T.rgsl WOW 150
5.9
Ge
na,n
B.nang WmIevN M '. 3 0
eO
5 `
HoM Dwth ldnl
210
11.0
Ebrg Wales L-h 170
5
RNa.a.lunl
10.0
31
H..d Ivor
-150
a/
CHT Tub.(.; .emrg
•230
Hob 04.narr fun) a0
Hob radio jr) 25
valve S.1Sug
Y
mefw-A A 0 00 ia36
1-ON
2,014
NOTE, R.Mmg. Weed m Ending Win., Level
Cov4rron Fawn {C F }
1050
Warr change.n
Chamber
clock
Elspud Tlm. 0 K
K
K
R-di wa1.r le.el
C F
dma ImVnl
min
hr Irmyhr} cmlhr>
fl dhr)
gWfft2td,
444 00
1050
DD
435 11.9
1 D5 0
2A
2.00
0 033 2835 0 4 0713
1 "
23 201
424 1 1
1050
40
200
0.033 34M 0 4 9760
1 9591
29.311
415 09
105.0
00
2.00
0 033 2835 0 40713
1 6029
23.961
40.5 10
1 D5.0
6.D
2.00
0 033 31500 4 5236
1 7610
26 6"
HYpRAUUC
0D./Ol1CT%"Y
STUDY
amp
3111Y2006
L-bm. AAV MOM
Nm,b.r
3
Hon7m.
Deplh(vwiya}:
11.G
Tsegal WNW 150
.
rrJ.a
plm,D
BOrg WwWa1W Laval: 16
6 .3
Hd. D.pm lrm7
280
1tIo
Endirg WWW L-d: 160
6.3
RerWWaa lanr.
• 9 D
3.5
H..d I=Y
•15.0
59
CHI Tu@.(•) -Ring,
- 22 C
FiDle deme,er Icml: 5.0
Hde rad�ua fr1: 25
V.He Sewnp',
a
cosK.runt A: D 001 D57
i-ON
2-ON
NOTE: Read-.Q. based m Endrrg WWer Lwd
Cp "w FRO- (C.F
r.
1050
Wow
darg. m
Chm n
duo
Erprd The O K
K
K
R.d.
nmw level
C.F
nm.1-m
"i.)
hr cm37Ml (
(WVhrl
424
00
E1.pa.d T.nr 3.D
395
3.0
1050
so
3.00
0 050 6306A $ &M
2.8208
30.212
3159
2.7
M 0
10
300
0 090 56700 SAW2
2.3567
35 200
349
20
1050
120
300
0.050 42000 44379
17472
211141
111
3,5
IDS
150
300
cow 73500 7.T553
20570
45747
29 1
22
105 0
16.0
300
000 4820 0 4 M7
19219
28 756
260
2,3
1050
nA
300
0 050 4630 0 51036
2 0063
30.052
245
2-3
105 0
240
300
0 ow 4a30 D 5.,03a
2 am
20 an

HYORAI7UC CONOucnvm STUDY
AAv
Doe: 3rsrG006
w.eow ar,eibnn s,mny
L.C.o- Erin 5
r,n ne.,vxe IFI. 60
Nenbr 1
Horizon: E.u1r
rncllee
Otpthlinchet) 12.2
SET EP
Txrg9i waiarlwN: 1S.0
5¢
CBeg
n,ny Walm Level: i30
51
HNe Dept, (Ua):
1; 0 122
End,ng Wale, LevsC 130
51
Rtgrenot 1-;
+ 13.0 5 1
Head(om)'.
• 15.0 59
CHT TubeHel setting:
= 790
Hok demet4r lrznY: �.O
Hde ad,w Irk 2 5
rn:�
vwvb Sernr,O
■
toetT,oera A: 0 OCIA36
1-ON
2-CN
NOTE: Readings oaegd on Endng
Ware[ Level
Cgyertgn Fedp IC
F 1
1050
WNer
the[ga,r
Chamber
clock
Eleuaed 7,me O K
K
K
Reath
water level
CF
bmaimin1
.-)
ft, IcmD+hr {cr118[r
(irdhr)
e18I21dey
2"
00
1050
80
2"
, 6
1050
4.0
1.00
0 017 low a 14 A757
5.8991
85 267
3u
1 4
1050
60
1.00
coil 8820 0 12.6682
4.9867
74 609
263
15
1D50
6.0
1.00
O.D17 9450.0 13.5709
53429
79,938
i6
1.5
IDS 0
To
100
0.017 9450.0 13.5709
5.3429
T9 938
22.E
15
1060
AD
1.00
0.017 9450.0 13.5700
5.5429
79 93a
203
15
105.0
94
1.00
0 017 "WO 13.5709
53429
79 938
-wkw
Kew 13.ST7
5.343
79.634
I O WLIC, CaNDUrTIVl7Y STUDY
AAv
Dale
3r18r2008
L-oi -
Erin 6
Nur11t1er:
2
Harim:
E
Lm „then
Danthllndat):
13.2
T P
Terger Weler Lava'' 150
59
an
,,,tyres
11":ng W.I., L-11 13.0
5 1
Hde Depth(,w):
360
130
Ending Waw LwfA: 13.0
5,1
Helerenoe(-I;
+T30
Si
wad lan)'
- 15.0
59
CHT Tuwksl mu
q.
• 33.0
Hole 4-n. s, r-1' 00
Hole radw trl 2 5
Vawt Sst,nO:
web- 0.001436
1-0N
2-ON
NOTE Readings haled - Endrrr9 '14w.r Levd
Coverer -Fears IC F S
1050
Wa1e1
therge ur
Chemom
c1orA
Elapsed Tlme O K
K
K
Ready
water hvM
C.F.
sane lmml
hr cm3lhr IcmlM1r
{Inlhr
drt2lda
211
00
1050
13
26
20
105 0
2.3
100
0 017 12600 0 16 D946
7 1238
106 sw
24
20
105.0
33
100
0 017 12600 0 180946
7.1238
106,584
22
2,0
1D5.0
4.3
1.D0
0.017 128000 18.0946
71238
106.584
20
2,0
IDS
E.3
1.D0
0.017 72NO0 180946
7123-S
106 M4
HYDRAUUC CONDUCTIVITY STUDY
Dole:
31262008
Loca9on:
Begin 4
Marshy
3
Hprpoq
E
G1S
Irw j-
OepOrlirltlltt):
13.4
Ttrger WNm L1.
6.9
on
[1cMe
0egmning WNw Lm-k N-, 11.5
4.5
Hole Deptliuni
340
134
Erdrrlg Wow Level-. 12.5
49
Rllere[p(M);
• 130
6,f
Head (=n
- ISO
¢6
CHT TuWsl eewn0
- 320
Hde. d-ew l ml: S 0
Fide W.- 0) 2 5
Valve Sellrng.
A
c-R-rd A 0001520
1-0N
2-DN
NOTE. Read,191 based on EM,n7 Ware, Level
Cmeruon Ftaor C.F,):
105.0
Water
crwpe m
Cnembw cock
Elapsed Time O K
K
K
Reed
wMer leyol
C.F
t-1-1
Iranl
Ixl [a+r3rhrl Irn[mr
4NM
X2
00
105.0
3.0
34.4
1.8
105.0
4.0
1.00
0-017 113400 172412
5.7679
101 557
31.0
2.6
1050
St
I
0.017 18380.0 24.9C39
9.8047
146EP
29.9
19
105.0
as
1DO
0.017 11670.0 18-1990
7law
$07199
278
21
1050
70
1DO
0-017 lam 201147
79192
118.483
25,2
19
1050
80
100
0 017 11270.0 181980
716W
107199
23-0
2.0
105.0
0.0
1.no
0.017 12600.0 19.150
7.5421
112.841
218
2.1
105.0
10,0
1.00
0,617 13230-0 201147
7,9192
119.483
198
2.0
1050
110
1.00
Boll 12600-0 101559
7,5421
112.841
179
1.9
1050
120
1.00
0017 1IBM 0 1a Togo
71650
IT;'99
Final KaN 19.157
7.642
112.41

a 'nviiid S 4 ,6' 4u`
No�ASER R AD G
.�� , Piney Gr
�o a
tio,�
S - As Bay
O -
BREWSTER BOULEVARD r
l
Camp Lejeune Main GateP �° o
{� •z w 1
if
C �
� 1T
BIRCH •e_,_ `� t--__ -. _`1, I
r�
C c �, - �_y
`t. V!R �, !r Camp u9jeane MC Bash i
i
Camp Lejeune South Gate
� ! f
- r -
\
l ry
T��
�` 1 o
'T-_= PROJECT SITE
Sneads Ferry Project Location '1'
,o
Legend Vicinity Map
EARTH TECH AECOM
PAVED a 0.5 , aAAV Company
pany
Interim Facility at Courthouse Bay
UNPAVED �� ' F+ 1 Camp Lejeune Marine Corps Base
E P 1 9 2008 Onslow County, NC

ie
.
=�h
y
c C;
000
XF
Wetlands and DWQ
Legend
— DWQ Named Streams Existing Roads Classifcation Map
UnnamedTrihutarios —PAVED EARTH TECH AECOM AAV Company Interim Facilities
L j UPLAND UNPAVED at Courthouse Bay
I WETLAND ® Shellfish Area HOW Camp Lejeune Marine Corps Base
® Shellfish Area ORW Onslow County, North Carolina
0 500 1,c0c 2,000 Feet
1 inch = 1,000 feet

Page 1 of 2
RFC `.FT-\iF1D
CL]N.CL]N.jurisdictional_wetland_ar a SFp 1 8 7nng
SDE Feature Class
BY
Description ' Spatial I Attributes
Keywords
Theme: Wetlands Area, Location
Place: Camp Lejeune
Stratum: wetlands, planning, jurisdictional
Temporal: None
Description
Abstract
CUN.CUN.jurisdictional_wetland _area contains polygons representing wetlands
created from the Jurisdictional Wetlands obtained from field survey and
approved by the Corps of Engineers, Wilmington, NC.
Purpose
Provide wetlands identification as it relates to planning, construction siting and
management tasks.
Supplementary Information
CUN.CUN.jurisdictional_wetiand_area created from feature class
CUN.CUN.wetland_area
New feature class 2006
Status of the data
Complete - Last Reviewed: 10/17/06
Data update frequency: As needed
Time period for which the data is relevant
Date and time: 2005
Description: REQUIRED: The basis on which the time period of content information
is determined.
Publication Information
Who created the data: I&E/EMD/ECON
Date and time: REQUIRED: The date when the data set is published or otherwise
made available for release.
Data storage and access information
File name: CUN.CUN.jurisdictional_wetland_area
file://C:1Documents and SettingsVan.SewelhLocal Settings\Templmetadata3.htm 2/8/2008

ROJECT LIMITS
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Legend Soils Map
Existing Roads EARTH TECH AECONI AAV Company Interim Facilities
at Courthouse Bay
— PAVED Camp Le}eune Marine Corps Base
UNPAVED Onslow County, North Carolina
Soil Map Units 0 150 300 600 Feet
1 inch = 300 feet

�6 �-o 5L3 -1
North Carolina Department of Environment and
Natural Resources
Request for Express Permit Review
NCDENR
For DENR Use ONLY
Reviewer:
Submit
Time q'• no
Confirm
Q>AS.�
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, siteplan (PDF file) and vicinity map (same items expected in the application package
of the project location. Include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson ncmail.net
• Fayetteville or Raleigh Region -David tee 919-791.4203; david.Iee(a)_ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or Patrick.groAan(- cmail.no
• Washington Region -Lyn Hardison 252-946-9215 or Ivn.hardlsonPncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or janet.russell(dncmail.net
NO TE: Project application received after 12 noon will be stamped In the following work day.
Project Name: USMC - AAV COMPANY County: ONSLOW
Applicant: CARL BAKER, DEPUTY PUBLIC WORKS OFFICER Company: MCB CAMP LEJEUNE
Address: BLDG 1005 MICHAEL RD. City: MCB CAMP LEJEUNE, State: NC Zip:-285472521
Phone:[phone] Fax: - - Email [e-mail] R
E C E I V E
Project is Drains into SA, HQW waters Project Located in WHITE OAK River Basin
Engineer/Consultant: Bryan M. DickCompany: Earth Tech SEP Q 3 2008
Address: 701 COPORATE CENTER DR. City: RALEIGH, State: NC Zip: 27607
Phone: [phone] Fax::[phone] Email: bryan.dick(d)gmail.com awo
PRO.i .,
(Check all that apply)
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR. ❑ OTHER:
❑ Stream Origin Determination: # of stream calls — Please attach TOPO map marking the areas in questions
® State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ® High Density -Infiltration 3 #Treatment Systems (p SArd '�' (
❑ High Density -Bio-Retention — # Treatment Systems ❑ High Density —Constructive Wetlands — # Treatment Systems
❑ High Density -Other _ # Treatment Systems ❑ MODIFICATION SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with acres to be disturbed.(CK # (for DENR use))
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW
❑ Wetlands (401): Check all that apply
Wetlands on Site ❑ Yes ❑ No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
404 Application in Process wi US ALOE: ❑ Yes ❑ No
Permit Received from US ACOE ❑ Yes ❑ No
Fee Split for multiple per its. #
Isolated wetland on Property ❑ Yes ❑ No
Buffer Impacts: ❑ No ❑ YES: acre(s)
Minor Variance: ❑ No ❑ YES
Major General Variance ❑ No ❑ YES
401 Application required: ❑Yes ❑ No If YES, ❑ Regular
Perennial, Blue line stream, etc on site ❑ yes ❑ No
For DENR use only
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance ❑ Ma'; ❑ Min
$
SW ❑ HD, ❑ LD, ❑ Gen
$
401:
1
$
LQS
$
Stream Deter—
$

Stormwater Management Plan
Prepared For: MCB Camp Lejeune
AAV Company
Date: 9-2-08
Earth Tech, Inc
701 Corporate Center Dr., Suite 475
Raleigh, NC 27607
919-854-6200
Prepared By:
Bryan M. Dick, EIT, PH
Checked By:
Sean Gleason, PE E C E IV E1
SEP 0 3 2008
Dwo
PROJ #

Proiect Description
This document is to serve as a stormwater management plan for the MCB Camp
Lejeune — AAV project. The project consists of the addition of parking areas to the
already developed site. The completed project will provide for expansion of the facilities
to accommodate additional staff in the coming year as the population of the Base grows.
Contact Information
Earth Tech, Inc.
Attn: Bryan M. Dick, PH
701 Corporate Center Dr., Suite 475
Raleigh, NC 27607
Telephone: [phone]
Fax: [phone]
Identify Proiect Involvement
This project is a part of the White Oak River Basin, and is currently not subject to
any buffer rules. The site is approximately 2,500 feet from the New River and about
2,000 feet from Courthouse Bay, just outside of Sneeds Ferry, NC and is located in
Onslow County, which is a Phase II — NPDES requirement county.
The proposed project stormwater plan will meet the requirements of detaining the
3.7 inch rainfall event for a period of approximately 2 days, per the requirements by the
State as referenced from the DWQ Stormwater Manual, July 2007. Six sand filters are
used to treat 6 separate drainage areas. This project is within 0.5 miles of SA waters
and the use of infiltration devices was rejected by Mr. Vincent Lewis on behalf of NC-
DWQ. Due to the poor infiltrating conditions on the site, sand filters are used to treat the
design treatment volume. In order to meet pre -post requirements, each basin
discharges to a depressional area, usually a wetland, to ensure that downstream
receiving waters are not actually receiving discharge from the sand filters during the
design storm.
Stormwater Design Parameters
The sand filters are based on the following parameters or objectives:
• Provide 85% TSS removal
• Protect the value of the receiving water resource
• 3.7" rainfall for basin storage sizing

• The 1 yr rainfall discharge from the filter must infiltrate before reaching surface
waters
• Ratio of impervious surface to the total area of the drainage area
• Rainfall exceeding the design storm will bypass the basins and flow through a
minimum of 50' long vegetated filter
Discussion of Treatment Measures
The proposed treatment is to utilize 6 separate sand filters to meet the TSS and
Peak Flow requirements set forth by DWQ. Bypass devices are provided to allow any
runoff volume that exceeds the design storage volume to be routed to a level spreader
with a vegetated filter strip. The level spreader length is designed to handle the 10 yr
peak runoff rate, so no bypass of the filter is necessary.
Conclusion
This Stormwater Management Plan represents an environmentally sensitive and
effective plan for utilizing the proposed stormwater treatments to accommodate the
increased runoff of the proposed s;te development.

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Subject:
From: "Dick, Bryan" <[e-mail]>
Date: Wed, 3 Sep 2008 00:02:20 -0400
To: "Janet Russell" <Janet.Russel [e-mail]>
CC: "Jenkins, Bill" <Bil1.Jcnkins a aecom.com>, "Towler CIV David W" <[e-mail]>
Janet,
Please schedule us for an express review meeting for the USMCB Lejeune - AAV project.
If there is a date open next week, that would be preferable. Please let me know if
there is anything else you need from me at this time. Please let me know that you
revived the email as I am working away from the office and the web mail that I am
using is sometimes problematic.'
Thanks in advance.
bryan
Content -Description: Express Permit Request 103352
9-1-08.doe
Express Permit Request 103352 9-1-08.doc
Content -Type: applicationlmsword
Content -Encoding: basc64
AAV 103352 Stormwater Management Plan 9-2-08.doc
AAV 103352
Content -Description: Stormwater ]
Management Ilan
9-2-08.doc
Content -Type: applicationlmsword
Content -Encoding: basc64 — —�
Content -Description: location -map aavco.pdf
location-map_aaveo.pdf Content -Type: application/pdf
Content -Encoding: basc64
Content -Description: AAV Wetlands .pdf
AAV Wetlands .pdf Content -Type: application/pdf
Content -Encoding: base64
Content -Description: AAV_storm.pdf
AAV_storm.pdf Content -Type: application/pdf
Content -Encoding: base64
of 1 9/3/2008 9:17 AM

AAV Company Express Review
Subject: AAV Company Express Review
From: "Dick, Bryan" <[e-mail]>
Date: Wed, 3 Sep 2008 16:26:20 -0400
To: <[e-mail]>
CC: "`fowler CIV David W" <david_towler@usmc_mil>
Janet,
I tried to send an email last night from a motel, but the webmail that we have to use does not always work. So, if
you have already received one email today, this is the same information l previously sent. I copied David Towler
on it and he said that he had not seen it so here it is again....
Please schedule an express meeting for the AAV project at Lejeune. The project consists of 6 sand filters, within
a % mile of SA waters. I have openings after Monday of next week, if you have an available time, please let me
know. I have attached the request for express, a narrative, aerial with wetlands and project site plan.
Also, can you check to see if Malcolm received my request for extension to the deadline for addressed comments
for the Intel Project. I sent it on Monday and have not received confirmation that he received it. The response to
the RFI was due today.
Thanks,
Bryan
Please note email address is changed
Bryan M. Dick, PH
Project Manager
EARTH TECH I AECOM
701 Corporate Center Drive
Suite 475
Raleigh NC 27607
[phone] - voice
[phone] - Fax
www.earthtech.aecom.com
bryan.dick(@aecom.com
lExpress Permit Request 103352 9-1-08.doe
Content -Description: Express Permit Request 103352
9-1-08.doc
Content -Type: application/msword
Content -Encoding: base64
AAV 103352
Management Plan 9-2-08.doe Content -Description: Stormwater
AAV 103352 Stormwater Mann
gManagement Plan
9-2-08.doc
I ol`2 9/3/2008 5:19 PM

about:blank
September 5, 2008
AAV Company
Gentlemen:
The Express stormwater submittal meeting for AAV Company has been scheduled with Chris Baker on
September t5, 2008 at 10:00 AM here in the Wilmington Regional Office.
Please review the submittal requirements - attached. Note that plans should be submitted folded to 9" x
14" so that they will fit into our tiling system. Also, please submit a copy of the soils report with the
stormwater application package.
Please respond within 2 business days to reserve and confirm the submittal meeting date.
Thanks,
Janet Russell
Express Coordinator
1 of 1 9/5/2008 1 1:54 AM

about:blank
Thank you - see you Thursday.
Dick, Bryan wrote:
0
Janet,
f
We are confirmed. I will be early!
Please note email address is changed
Bryan M. Dick, PH
Project Manager
EARTH TECH I AECOM
701 Corporate Center Drive
Suite 475
Raleigh NC 27607
[phone] - voice
[phone] - Fax
www.earthtech.aecom.com
[e-mail]
-----Original Message -----
From: Janet Russell [mailto:[e-mail]]
Sent: Friday, September 05, 2008 3:51 PM
To: Dick, Bryan; Towler GS05 David W
Subject: Re: AAV Company
Bryan/David: Chris will see you for *AAV Company on Thursday Sept. 11
at 9:00 AM*. Please be on time since he has another appointment at
10.00. David & Bryan - Please confirm by return email that we are
good to go with this schedule.
Thanks,
Janet
Dick, Bryan wrote:
I could be there by 9 a.m. If it is going to push things too much for
Chris, I will work something else out with Vincent.
Please note email address is changed
Bryan M. Dick, PH
Project Manager
EARTH TECH I AECOM
701 Corporate Center Drive
Suite 475
Raleigh NC 27607
[phone] - voice
[phone] - Fax
www.earthtech.aecom.com
[e-mail]
-----Original Message -----
From: Janet Russell [mailto:[e-mail]]
l of 4 9I5/2008 4:15 ['M

EARTH TECH I AECOM
Earth Tech
701 Corporate Center Drive, Suite 475, Raleigh, North Carolina 27607
T 919.854.6200 F 919.a54.6254 www.earthtech.aecom.com
September 14, 2008
Bryan M. Dick, EIT, PH
701 Corporate Center Dr.
Suite 475
Raleigh, NC 27607
919-854-6252
NC DWQ - Express Stormwater Permitting
Attn: Mr. Chris Baker
127 Cardinal Dr. Ext.
Wilmington, NC 28405
Re: USMC — AAV Company: Express Stormwater Application
Mr. Baker,
Please find enclosed the updates to the stormwater management plan for the AAV site per
the items that you identified in our meeting on 9/1 t/08. We addressed your initial
comments with the following changes:.
2.
3.
4
Verify sufficient head clearance for the weir trough in the details for each
basin. - We have reviewed each basin and change as necessary.
Turn on spot elevations for each basin grading plan.- Done
Make sure to clearly define the boundary between basins l and 4's DA. — This
has been addressed.
Use a lever spreader for the primary discharge at any sand filter than does not
already show one, and document that the velocity of primary discharge from
each spreader is less than 2.5 fps. You indicated that this would demonstrate
the required non -erosive velocity of discharge from the 1 yr event. — 1 have
provided a calculation table that demonstrates velocities of less than 2.5 fps
for each of the six sand filter's primary discharge. Additional supplements far
the added level spreaders for primary discharge are not provided, as you
indicated that you mainly needed to see the documentation of velocity over
the level spreader lip. You did indicate that you needed additional O&M
forms for these level spreaders. David Towler will mail you the signed O&M
directly from the base this week.
A $4000.00 check in enclosed to cover the application fee.
1 have included the updated plan sheets, one copy and one original, and one copy and one
original of the stormwater management plan with all supplements and O&M forms.

Please give me a call if you have any questions or comments. 864-506-1465
Thank ou in advance
4e--� X��e
Bryan M. Dick, PH

Permit Number: 6 W � V M07
(to be provided by 0WQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation 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 maintenance procedures:
— Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
— Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
— Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
— Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC, 1993). Forested filter strips do not require this type of maintenance.
— Once a year, the soil will be aerated if necessary.
— Once a year, soil pH will be tested and time will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation 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:
Potential roblem:
How I will remediate theproblem:
The entire filter strip
Trash/debris is present.
Remove the trash/debris.
system
The flow splitter device
The flow splitter device is
Unclog the conveyance and dispose
(if applicable)
cl ged.
of any sediment off -site.
The flow splitter device is
Make any necessary repairs or
damaged.
replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3

BMP element:
The swale and the level
lip
The bypass channel
The filter strip
The receiving water
Potential problem: _
The swale is clogged with
sediment.
The level lip is cracked,
settled, undercut, eroded or
otherwise damaged.
There is erosion around the
end of the level spreader that
shows stormwater has
bypassed it.
Trees or shrubs have begun
to grow on the swale or just
do_wnslop_e of the level lip. _
Areas of bare soil and/or
erosive gullies have formed
Turf reinforcement is
damaged or ripap is rolling
downhill.
Grass is too short or too long
(if applicable).
Areas of bare soil and/or
erosive gullies have formed.
Sediment is building up on
the filter strip.
Plants are desiccated.
Plants are dead, diseased or
dying.
Nuisance vegetation is
choking out desirable species.
Erosion or other signs of
damage have occurred at the
outlet.
How I will remediate the roblem:
Remove the sediment and dispose
of it off -site.
Repair or replace lip.
Regrade the soil to create a berm
that is higher than the level lip, and
then plant a ground cover and
water until it is established. Provide
lime and a one-time fertilizer
application.
Remove them.
Regrade the soil if necessary to
remove the gully, and then
reestablish proper erosion control.
Study the site to see if a larger
bypass channel is needed (enlarge if
necessary). After this, reestablish
the erosion control material.
Maintain grass at a height of
approximately three to six inches.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Remove the sediment and -
restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Provide additional irrigation and
fertilizer as needed.
Determine the source of the
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Remove vegetation by hand if
possible. If pesticide is used, do not
allow it to get into the receiving
water.
Contact the NC Division of Water
Quality local Regional Office, or the
401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3

Permit Number:(�6��}�
(to be provided by DWQ)
1 acknowledge and agree by my signature below that I am responsible 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 narne:USMCB AAV Company
BMP drainage area number: Primary Discharge Outlets - 1,2,3,4,5,6
Print name: Carl Baker
Title: Deputy Public Works Officer
Address: 1005 Michael Rd.
Phone:
Signatt
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.
F r
6do6pev
t n &�., County of
-e
day of GW*pn ,a
a Notary Public for the State of
5`D E) , do hereby certify that
personally appeared before me this
and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
•NOT� r
••.....•• ,�.
0� COUXA
'4joltW"
SEAL
'04" &P)LJ
My commission expires 1 116 1/ZC6
Corm SWU401-11-evel Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3

DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to Vincent.Le�vis©ncmail.net, If there are more than 7 areas to be tested,
attach a second sheet.
Scheduled Site Visit Date: q /17 06 Time: 0$ -,30_��
Project Name: Li �yt��- AAv fro. County: QL\S1_6 vJ
Street Address:
Directions from the nearest intersection of two major roads:
'rltrtry /Zr. UNTO 1oit��� RD• [:
>1 acre being disturbed? OYES ❑NO CAMA Major required? ❑YES ONO
Consultant Name: 3Ryhr..j D I C-!,- - ._- Phone:
Consultant Firm Name: Et-6LT 74-. _77_� CF{ 100
DC5161y 5 k51t.J '�
z/1 3 1 x
Bore Number '
2
3
4
5
a Existing Ground Elevation
�'
''�
5.6'
/0.0
b) Proposed Bottom Elevation
o'
p. 3'
'�
'
S.
�,
D`
_ • p`
c Difference(a minus b
d Add 2 ft. Min. Bore Depth)
3 ��
2'
1'
e) Hard an Depth?
y
yy it
f)lnfiltration Rate OK?
p ti
�}/
g)_0rox. Elev. Of SHWT
4. '
�_�
_ p'
4
g 2`
h Max. lowest bottom elev.
�, �'
7.
'�. p'
7, 2'
S .
6.5
Commeni
r
d fog
5 RirevrJ
2mX r
Required Attachments-
1 , Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible taxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000. and
assumes no liability should the system fail.
S:IWOSISTORMWATERIFORMSIinfiltration site visit.for Revised 8.07

The
Calena
Group
SOILS REPORT FOR
STORM WATER BASINS
Second Reconnaissance Battalion
Camp Lejeune, NC _
Prepared For:
Earth,rcch
701 Corporate Center Drive
Suite 475
Raleigh, NC 27607
Prepared By:
The Catena Group
Hillsborough, North Carolina
April 3, 2008
/ Gary S. Kreiser
410-8 Millstone drive
Hillsborough, NC 27278
[phone]
11-- y QEs 5 try
r- t,M rntr5 f-EP027-
�cCo Solt 5

INTRODUCTION
The Marine Corps Base at Camp Lcjcune plans an expansion of The Second Rccolinaissance
Battalion (2"d Recon Bn). As part of this expansion, several stormwater infiltration basins are
proposed to infiltrate runoff from adjacent impervious surfaces. As part of the application
process, a soils investigation detailing soil type, infiltration rate, and depth to seasonal high watcr
table is required. The Catena Group, Inc (TCG) has been retained to perform the soil
investigations.
INVESTIGATION METHODOLOGY
Prior to the field investigation, the Onslow County Soil Survey was referenced to get an overview
of the possible soil series located at the site. In the area around the 2"d Recon Bn, there are six
mapping units. Figure 1 presents the mapped soil series and the general location of the proposed
infiltration basins where the borings and infiltration tests were performed. Table 1 presents the
soil series, map unit symbol and taxonomic class.
Table 1 Soil Series, Map Unit Symbol, and Taxonomic Class
Map Unit Symbol
Soil Scries/Map Unit
Taxonomic Class
Name
BaB,
Baymeade
Loamy, siliceous, semiactive, thermic
Arenic Flapludults
Bo
Bohicket
Pine, mixed, superactive, nonacid,
thermic Typic Sulfaquents
Mk
Muckalee
Coarse -loamy, siliceous, superactive,
nonacid, thermic Typic Fluvaquents
Pt
Pits
NIA
Ur
Urban Land
NIA
WaB
Wando
Thermic, coated Typic
Quartz ipsamments
The field investigation was performed on March 5, 11, and 27, 2008. Eight (8) soil borings were
made with a hand -turned auger in the vicinity of the proposed infiltration basins. Observations of
the landscape (slope, drainage patterns, past use, etc.) as well as soil properties (depth, texture,
structure, seasonal wetness, restrictive horizons, etc.) to a depth >- 48 inches, when possible, were
recorded. Soil color was determined with a Mansell Soil Color Chart.
The rate of water entry into a soil is referred to as the infiltration rate. The infiltration rate into a
soil decreases with time mainly due to an increase in the soil water content and a decrease in the
hydraulic gradient. As infiltration continues, the rate of water entry into the soil reaches a
constant value (steady state condition) which is considered to be the same as the saturated

hydraulic conductivity (KsAT-) of the soil. The K-SA'T was measured in the field and used to
characterize the infiltration rate for each proposed infiltration basin.
KSxT• measurements were performed at each of the proposed infiltration basin using a constant -
head permeameter (Amoozemeter). Before any readings were recorded, the Amoozemeter was
allowed time to equilibrate, typically 25 minutes.
Based on conversations with the designer of the proposed infiltration basins (Mr. Bryan Dick of
Earth Tech), construction of these basins would remove approximately 6 to 12 inches of topsoil.
As such, the KSar measurements were performed around a depth of 12 inches in order to estimate
the infiltration rate at the new soil surface.
FINDINGS
Soil Type
Based on the borings in the vicinity of the proposed basins, it was determined that the majority of
the soil at the Recon Site was the Baymeade and Wando soil series. The major exception was
boring (B6), where there was approximately 48 inches of loamy sand fill material above the
natural soil surface. Detailed boring logs for each boring are attached.
Table 2 presents each boring with a soil series determination. Determination of soil series was
made through a comparison of soil boring descriptions to the Natural Resources Conservation
Service (MRCS) Official Series Description (OSD) for the soil series that were mapped by the
NRCS for this site.
Table 2 Soil Borings and Soil Series Determination
Boring#
Soil Series Determination
Basin 1
Baymeade
Basin 2
Baymeade
Basin 3
Baymeade
Basin 4
Wando
Basin 5
Wando
Basin 6
Urban land*
Basin 7
Baymeade
Basin $
1Baymeade
*48 inches of fill, no determination of soii series
Depth to Seasonal High Water Table
During the field investigation, the depth to the seasonal high water table (SHWT) was
determined. Since the soil was typically sandy, the determination of the SFIWT was made
through field indicators of redoximorphic features or the presence of saturated soil. Table 3
presents the soil borings and the determination of the SHWT.

Table 3 Boring and Depth to SHWT
Boring #
SHWT Determination (inches
below Surface)
Basin 1
32
Basing
48
Basin3
>53
Basin4
36
Basins
42
Basin6
>48
Basin?
48
Basin8
j >50
Infiltration Rate
Multiple saturated hydraulic conductivity tests were performed at each proposed infiltration
basin. The results for each test are shown below in Table 4. Data sheets for each hydraulic
conductivity tests are also attached. At each basin location the geometric mean was taken and is
presented in Table 4, The geometric mean was calculated instead of the arithmetic mean, as it
tends to dampen the effect of very high or low values, which might bias the arithmetic mean if a
straight average was calculated.
Table 4 Results of Saturated Hydraulic Conductivity Tests and Geometric Mean
Test Location
Test Number
Test Depth
(inches)
Measured KSAT I
(inlhr)
Geometric
Mean (inlhr)
Basin l
1
12.2
0.90
1.37
2
10.2
0.56
3
12.2
0.34
4
10.6
5.19
5
11,8
5.29
Basin 2
1
12.2
0.47
1.20
2
12.2
3.05
Basin 3
1
12.2
2.96
4.84
2
12.2
7.02
3
11.8
5.44
Basin 4
l
11.8
4.27
4.04
2
11.8
4.05
3
11.0
180
Basin 5
1
11.0
8.0
3.99
2
11.0
2.0
Basin 6
1
11.4
5.01
2.22
2
11.0
0.98
Basin 7
1
12.6
4.51
5.61
2
12.2
499
3
12.2
7.86
Basin 8
1
12.6
5.21
5.46
2
11.8
4.26
3
11.8
7.33

Since soil is inherently non -homogeneous, field tests can often misrepresent the areal hydraulic
conductivity of a soil. Typically, field tests underestimate the saturated hydraulic conductivity of
clayey soil and overestimate it in sandy soils. As a result of this misrepresentation, a "moderation
factor' is suggested to convert point saturated hydraulic conductivity to areal saturated hydraulic
conductivity for each proposed infiltration basin. Since the soil is typically fine sand or loamy
sand, a moderation factor of 0.5 was used to correct for the potential of overestimating the
infiltration rate. Table 5 presents the saturated hydraulic conductivity geometric mean for each
infiltration basin as well as a moderation factor to get an area infiltration rate for each proposed
infiltration basin.
Table 5 Geometric Mean, Moderation Factor and Areal Infiltration Rate for Each Basin
Test Location
Geometric Mean
Moderation Factor
Areal Infiltration Rate
(inches/hour)
Basin t
1.37
0.5
0.68
Basin 2
1.20
0.5
0.60
Basin 3
4.84
0.5
2.42
Basin 4
4.04
0.5
2.02
Basin 5
399
0.5
2.00
Basin 6
2.22
0.5
1.11
Basin 7
5.61
0.5
2.81
Basin 8
5.46
0.5
2.73
As shown in Table 5, the majority of proposed basin locations have an infiltration rate of 2
inches/hour or greater with the exceptions of Basin 1, 2 and 6. Basins I and 2 are located near a
dirt trail and Basin 6(See Figure 1) is located in open field, and it is likely that these areas could
have been compacted from past uses. However, even with these lower infiltration rates these
areas are still greater than the required 0.52 inches per hour.
CONCLUSIONS
The findings presented herein represent TCG's professional opinion based on our site and soils
evaluation. This report is provided to assist in the application for the infiltration basins by
providing the soil information. North Carolina DWQ must issue the final permit. Any
concurrence with the findings in this report would be made at that time.

SOIL/SITE EVALUATION
(Continuation Slmet)
She¢t — Of —
DEPARTMENT OF ENVIRONMENT
AND NATURAL RESOURCES
DIVISION OF ENVIRONMENTAL HEALTH
PROPERTY ID r:
DATE OF EVALUATION:
COUNTY:
FSOIL
PE
N/
HORIZ
pEPTI{
IINITEXTURE
MORPHOLOGY
OTHER
PROFILE FACTORS
PROFILE
C LASS
4L LTAR
.1941
STRi CTliRFJ
.1941
CONSI57frRCE1
MINERALOGY
1942
SOIL
�Y"ETNESS/
COLOR
19;;
gO11
DEPTH
.1956
5APR0
CLASS
.1944
RESTR
HORIZ
r0r� 9/y
5 ]L y/j
rUrtt S� t
}
f
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F= L S irri2
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7 y 7/ y
fUl%10
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*
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S� r 2
f a
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V:Fe2
57n
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6 - 2 y
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trr/L
trtYZ
31- 3Y
r S Jl re
V*/�
`fir' SZ
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r

DENRIDEH
ON -SITE WASTEWATER SECTION
5{reet _ of —
PROPERTY ID =:
COUNTY:
SORJSITE EVALUATION
for ON -SITE WASTEWATER SYSTEM ����'- 31314'
np �1 3/117161g
ONVNER: fC �C(1✓+ S �r APPLICATION DATE
ADDRESS: DATE Eli A,LUATED:
PROPOSED FACiLiTY: PROPOSED DESIGN FLOW (.1949): PROPERTY SIZE:
LOCATION OF SITE: PROPERTY RECORDED.
WATER SUPPLY: - Private Public Well - Spring Other
EVALUATION METHOD: • Auur Boring Pit • Cut TYPE OF WASTEWATER: - Sewaae • Industrial Process - Mixed
PIR
D
F
I SOIL MORPHOLOGY
(.1941)
OTHER
PROFILE FACTORS
I
L
E
.I940
I LANDSCAPE.
POSITiO\/
SLOPE %
' HORIZO:N
I DEi m
0IN.)
I
PROFILE.
CLASS
& LTAR
i
I .1941
STRUCTURE!
TEXTURE
I
.1941
CONSISTE'NCEI
MENERALOGY
.I942
SOIL
WETNESS/
COLOR
I
I! .1943
SOIL
DEYTIi
.056
SAPRO
� CI_aSS
I .1944
RESTR
HORIZ
LsIF5 Uz
Fir
�r��yl3 ill
cd
Gtlsr-
1 v�[
/P7rz y%
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I T-.lr'V"
I
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t 5 f I5G
v Fr c
:
�f5 Gn/i&
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& 3 /) Aft
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1 FS � /j
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(rs G/C
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I
DESCRIPTION
A%-ai123lc Space (.1945)
S)'st— upc(s)
iUiiA1SYS) Vt R7-PA1RSYS.c�i OT'I-MR FACTORS (.1946):
SITE CLASSIFICATION (_ 19431:
� 5ite LTAR I
:OMM'cVTS:
EVALi_IATED BY: _
OTHER(S) PRESENT:
r

HYDRAULIC CONDUCTIVITY STUDY
RECON SITE 1
Date',
3'Y2D08
weamercerAken. sunny
Location,
Camp Le)euns
Tenperalue(F). 60
Number
1
Hamm:
AWBE
Iom ir".
Depm(mchkii
12,2
Tmgel Wntm Level', .9
50
Beginning Water Level, t5150
5.9
Hole Depth (in):
31.0 y12.2
Ending Water li 15.0 5.9
Retarenca (cm):
+12.0 47
Heed(cm)t
-Mo 59
CHT Tute(sl eeteng.
28.0
Hde diameter San): 550
H.I. radius (r): 2.5 inches
Valve 6etbng
rnr,rlicient A: O.001161
ION 243N
NOTE: Readirlgs besed on Ending Water Levol
Caveman Fnclar (C
IF (,
1050
Water changein CZwnber pock Elapsed Tme O K K K
Roadmg
water level
C.F. time (min) (min)
(hr1 (cm31hrl fcmlhr) finlhg
q.11ft2ldiry
47.1
00
1050
0.0
40.6
1.3
1050
5.0
5.00
0083 18360 1.9056 0.T502
1T225
394
1 4
1050
10.0
5.00
0.053 1764.0 2.0522 0.9079
12.0B6
36.2
1, 2
105.0
15,0
5 00
0 063 1512.0 1.7590 0.6925
10.361
36.3
19
105.0
20.0
5_DO
0.083 23940 2,7851 10965
16.405
34.7
1 6
105.0
25.0
500
0 083 2016.0 2.3453 0.9234
13 815
HYDRAULIC CONDUCTIVITY STUDY
RECON SITE I
Date:
315/2008
Location:
Camp L.J.-
Number,
2
Hanron:
Ap
Depth inches):
10.2
Target Water Level: 10 59
cm
InC41Be
Beginning Water Level: 720 4.7
Hde Depth (ant:
280
,102
Ending Water Lave: 12. 0 4.7
Relemnce {cm):
+ 11.0
4.3
Head (tiny:
- 15.0
5.9
CHT Tubefs) 4dting
220
Hole diameter(ctn): 5.0
Her, -1- (r)2.5
Vai Setting:
-ffii: enr A: 0 001613
1-0N 2-ON
NOTES Rendirga brspl on Endmg'Nnler Lei
Ca niin uon Fact. IC.F.1:
105.0
Water
ch:fnga in
Chum ber clack
Elapsed Time O K K
K
ReMing
waler level
C.F. time(minl
(min)
Ihr1 Icm3lhrl Icrrdhr) 1ir411r)
ga0112JdeY
44.3
Q.O
105.0
2.0-
43.6
0.7
105.0
7.0
5 OQ
0.083 B82.0 1.4226 0 5601
8 379
42-9
0.7
105.0
12,0
500
0003 U20 1.4226 0.5601
8.379
42.2
07
1050
17.0
500
0003 M20 14226 0.5601
8.379
41.5
0.7
105 0
22.0
500
0 083 882.O 1 4226 C 5601
8 37S
HYDRAULIC CONDUCTIVITY STUDY
RECON SITE I
Date:
3f5,ii
L-liana
Camp Lejeune
Number.
3
Harixm:
ApIBE
rm
irlrtles
Depth(irrcheg):
12.2
Taring Water Level: 150
5.9
cm
inches
Beginning Water Level: 150
5.9
Hole Depth (ant:
31.0
L12-2
Ending water Levd: 160
6-3
R.fenni tce (ca):
r
140
5 5
Head (cm):
-
15.0
5.9
CHT Tubes) setting:
30.0
Hole diameter (cM: 5.0
Hi radius (r): 2.5
Vie-Sailing
rn th ienl A0. Q01017
1-ON
2-ON
NOTE: Readings based on Ending
Water Levd
Cwersion li(C. F.)
M0
Water
hiin
Chember
clack
Flapeed Time q K
K
K
Rending
wale, levd
C.F.
time(mm1
fanny
(hrl 1cm311hr) (cmihr)
(huhrl
galm2lday
395
00
200
40
36
3.5
20.0
9.0
500
0.083 8400 0 8a76
0.3494
5 228
34.9
1.1
20,0
11,0
2.00
0.033 6600 06974
0.2746
4.108
33.4
1.5
20.0
13,0
2.00
0.033 900.0 0.9510
0.3744
5602
32,1
1.3
20.1)
150
2.00
0 0M 7900 08242
0.3245
4.855
30.9
1.2
20.0
17,C
2,00
0.033 T200 0.7503
02995
4481
29.5
1.4
20.0
190
2.00
0,033 840.0 0 a676
0.3494
5 225
252
1.3
200
21.0
2.OD
0.0M 780.0 08242
03245
4.055
26.8
1.4
20,0
23.0
2.00
0.033 840.0 0 BB76
0.3494
5.228
25.4
1.4
20.a
250
2AO
0C33 8400 08876
0.3494
5.226
0.000

HYDRAILIC CONDUCTIVITY STUDY
RECON SITE l
Date: 311112006
Weetne, WMilwn: Sunny
Lodnti0n: Camp LeJeun•
Tanperalure (F): 60
Numbe, 1
H.HZo E
lerm m9he9
Deplh(inehes): 10,8
T
Wale[ Level: 15.0 59
BeTargel
ginning evel, 1Water L0.0 39
Hole Depth (cm)
27.0 �10.6
Ending Water Level 10.0 3.9
ReI.-(cmJ:
• 12.0 47
Head(cm):
•150 5.9
CHT Tube(s) sahing.
•24.0
Itde diameler (cm1. 50
Hde radius (r): 2,5 nachos
Valve Settingfficien'
:
caeA: 0.002091
I -ON 2-0N
NOTE: Readings based on Ending Water Level
Cave... Fan. (C F, (:
105.0
Wale, change,,
Chamber dock Elapsed Time O K K
K
Reading wale, level
C.F. hme(mm) (mml
Shr) (cm3lhr) Ic+hr) I,Nhr)
ge1/1121day
31.3
0.0
105.c
3.0
30 1,3 1050 4.0 1,00 0.01T 6190.0 17.1260 67429 100864
29 2 as 1050 5.0 IOU 0.017 5040.0 105396 4.1495 62 083
28.2 1.0 1050 6,0 1.00 0,017 6300.0 13.1745 5.1868 77.603
272 1.0 1050 7.0 1.00 0.017 6300.0 13.1745 5.1868 77 603
26.2 10 105.0 a 1.00 0,017 63000 13.1745 5.1858 77.603
Flnel Kut UA75 5.1e7 77,603
HYDRAULIC CONDUCTIVITY STUDY
RECON SITE 1
U,de311 V200A
Laartwn: C-P L•leun•
Numbe, 2
Hdizan' E
an lxhee
Deplh(incnesy 11.8
Tn DP
Target W.Iar Level: 15.0 5 9
k.has
Beginning Wafer Leval: 15. 0 59
Hole Depth (ant:
30.0 01.8
Endo Water Laval: 15.0 59
Refe,ence SC.):
• 120 47
r59
Head (an):
- 15 0
CHT Tubes) setting:
- 27.0
Hde drameter (cml: 5 0
Hde radius {r):. 2.5
Valve selling:
doaff nt A: 0001163
1-0N 2-ON
NOTE: Readings based 0n Endlo Water Leval
Cwe n Faclar (C F.J:
1050
Water cmrige in
Chamber dock Elapsed Time Q K K
K
18.5 20 s050 10 1.00 0111 12600.1 14 b563 5.7710 86,343
15.5 2.0 705.0 20 1.00 0.017 12600.0 148583 5.7710 86.343
15 1.5 1050 30 1.00 0.017 9450.0 10.9937 4.3282 64.757
13 2.0 10.50 40 1.00 0017 128DO 0 14.6583 5.7710 86.343
11.5 1.5 1050 50 1.1h7 OC17 94500 10.9957 43292 64. 757
9 5 2.0 105 0 6.0 1.00 0.017 12600.0 146583 5 MO 86 343
Final Keal 13.437 5,290 79.148

HYDRAULIC CONDUCTIVITY STUDY
RECON SITE
2
Dalone'
3NM08
WeatherC htro: Sunny
Lotali.
Camp an Lajaa
Temperawre IF}: 80
Number.
1
Honz
E
Daplh(inchea):
12.2
SETargel
Water LeveC 150
5g
crtl
6eginnmg Wale, Level' 13.0
5.1
Hale Depth (anJ:
31.0
02,2
Ending Water Level, 13.0
5 1
R.l.-(Cm},
+ 104
39
Hand I-m:
-160
5I
CHT Tubes) sarong.
= 26.0
Hole diameter (-)'. 5.0
Hole radius (r), 2,5
inch.$
Vulva Setting.
roefliaent A0001436
1-0N
2-ON
NOTE: Readings based on Ending Water Level
C-5on Ricker
(GE):
105.0
Water chang. in Chamber cto Jc Flapaad Time q K K
K
Rending
waler laud
C F,
lime (min)
(min)
{hr) (cm31hr) (clWhr)
(inuhr)
gal;1121da
344
0.0
105.0
00
332
1.2
105.0
3.0
3.00
0.050 2520.0 3.6109
1.4248
21.317
32.2
I,C
1050
60
3.DO
D 050 210C 0 3 D158
1.1873
17.764
31,5
0.7
1050
9n
3.Do
0.050 1470.0 2.1110
08311
12.435
30.7
0.8
105.0
12.0
3.00
0.050 1680.0 2.4126
0.9498
14 211
207
1,D
1050
150
300
0050 21000 30158
1.1873
17.764
204
0.3
1050
18.0
3.IT)
0.050 63n.a 0.904T
0.7562
5.329
28.9
0.5
105.0
2iD
3.00
0.050 1050.0 1.50T9
0.5937
8,882
2B 6
0.3
1us 0
240
300
0.050 630 C 0.9047
C 3562
5.329
2B.2
04
105.0
27,0
306
0.050 8400 1.2063
Final K4al. 1.206
0.4749
7,106
04T5
T.106
HYDRAULIC CONDUCTIVITY STUDY
RECON&TF2
Ni.,
3152008
Localion.
Camp Lajasna
Number.
2
H-on
E
0
Depth(inchas):
12.2
SET
UP
Targel Water Level: 15.0
5.
c,n
Inahe]
Beginning Water Level: 13.0
5.1
Hots Daplh (onJ'
31.0
J" 2
Endmg Water Levsl' 130
51
Rel.-(cm):
+ 11.0
' .3
Head (cm)'.
15.0
5.9
CHT Tubes) se6ulg",
27.0
Hole haler (cm): 5.0
--�-���
Hde radius U): 2.5
Vnly. S.11ing:
r
n
1
coe6icienl A: 0.001496
1-ON
24N
NOTE: Readings based on Endmg Water Level
Coversion racter
{C. r_J'
105.0
Water Idmrlgem Chamber clack Elapsed Time ClK K
K
Rending
wale, level
C F.
lime (min)
(min)
(no (cm3lh,) (cmlh,)
(iWhr)
9.11ftDd:
368
00
1050
10
342
2.6
105.0
4.0
3.00
0.050 S760.0 7.8410
30070
46.186
31,4
2.8
105.0
70
3.DO
0m 5880,0 64"1
33245
49.739
292
2.2
1050
IUD
300
0050 46200 66347
2.6121
39 Cal
266
2.6
105 0
13.0
3.00
0.050 5460.0 18410
30870
46 186
23.9
2.7
1050
16.0
3.00
0.050 5670.0 8.1426
3.2057
47,963
21,5
2.4
1050
Iq0
300
0050 50400 7.2378
2.8495
42634
18 9
2-6
105 0
22.0
3.00
0 050 5480.0 7.8410
3.08TO
45.186
163
26
1050
25.0
3.00
0.050 54500 7.8410
3.057D
46. HIS
13.7
2.6
1050
29.0
900
0.150 18200 2fi 137
Final Kaat 7.740
1,D296
15.395
3.617
{i594

HYDRAULIC CONDUCTIVITY STUDY
RE CON Site
3
Date.
1512008
Weacher Condition: Sunny
tacauan: Camp LrJeone
Temperaere (F7; 60
Number.
1
Hari-
E
lom
inches
Depth(inches):
12.2
SET 0
Target Water Leval; 15 0
5.9
cm
Beginmrlg Wale, Level.- 100
7.5
Hde Depth (any-
310
1122
Endhig Water Lev N: 190
7.5
Rerererra (r4nl:
• 15.0
5.9
Herd
15.0
59
CHT Tubs(e) setting;
=31.0
Hole diameter(rzn): 50- �
Hole rai(r1: 2.5
inches
Vulva Selling:
r
cneflicient A. 0000315
1-0N
2-ON
NOTE: Readings based oo Ending Water Level
Coversian Factor (C
F, Y.
1050
Wale,
change in
Chamber Clock
Elapsed Time 0 K
K
K
Reading
venter level
C F,
time (min)
(mini
lhr) i-31hr) irri
(ini
ga14121dn
21,6
0.0
105.0
0.0
20.2
1.4
1050
1,0
1.00
0.017 a820.n 7.1881
28"
42-341
18.8
14
105 0
2.0
100
0 017 88200 7.1881
2.83CO
42.341
17
1,8
1050
3.0
1.00
0.017 11340.0 92412
3.6385
54 438
15.6
1.4
105.0
4.0
1.00
0,017 8820.0 7.1581
2.ii 0M
42,341
14.3
1,3
1050
5n
1.00
0.017 81900 66741
26278
39316
12.6
1.7
105.0
so
1.00
0.017 10710.0 8.7284
3.4364
51.414
114
t.2
105.0
7.0
1.00
0.017 7560.0 6, 1612
24257
38 292
9.9
1.5
1050
A 0
. 1.On
n 017 9450.0 77015
3.0321
45 365
HYDRAULIC CONDUCTIVITY STUDY
AECON Site 3
Data YS2008
Location: Camp Lela -
Number 2
H.6- E 0
Deptn(inclles): 12a Target Water Level, 15.0 5.9
cm nches Beginning Water Level'. 120 4,7
Hole Depth (omp. 31.0 )12 2 Ending Water Level; 15.0 5.9
A ad (rlca (cm): 12.0 4
Heed {cm): - 15 0 5 9
CHT Tube(*) setting: = 28.0 Hde diameter (-): 5-0
Hde radius (r): 2.5
Vxlve Saltingoo 1ffbent A: 60C1163
1-0N 2-ON
NOTE: Readings Eased on Lading Walar Level
Cov o-F,.i(C. F,)'. 1050
Water changam Chamber CJ-k Elapwed Time O K K K
Reading wnler level C.F. hin.(minl Imir} (hr) (crolft) (cm/hr) Guilin} g PQJda
253 00 1050 40
22.6 27 1050 50 1.00 0,017 11010.0 19.78B6 7.7908 116.563
202 2.4 1050 60 1.00 0.017 151200 17.5899 6.9252 103 611
17.6 2.6 105.0 7.0 1.00 0 017 16M 0 19 0557 7-5023 117 246
15.3 2-3 105.0 80 1 00 0017 144900 16.8570 6.6366 99294
Final Kest 11.834 1.021 1 105.051
HYDRAULIC CONDUCTIVITY STUDY
RECON Site 3
Data,
3f512008
L-lion:
Camp L4jeune
Number
K3satB
Horizon,
E
cm inches
Depth( -Ms):
11.8
SET
UP
Target Water Level, 120 4,7
ui1
IfIGh%
Begmryng Water 1--I; 120 4.7
Hole Viii (cm):
M 0
ill a
Lilding Water Level', 11.a 4.3
Nefemnce(Cm):
•
12.0
47
Head (-):
-
120
8 T
CHT Tvbe(e) welling.
a30.0
We thane(-): 50
Fide radius (r): 2,5
Val Setting;
r
ccetlioaM A: 0.001J127
1-ON
2-ON
NOTE: Aaadinp hawed an Ending Water Level
Crxereion Factur(C F,k
105.0
Water
change in
Chamber
clock
Elapsed Time O K K
K
Reading
weSer level
CF,
ume(min)
Innol
lhr) {-rlfhr) (crrvhrl ordhrl
galdt21da
17,9
0.0
105.0
10)
16.5
1.4
1050
71.0
1.W
001T 88200 18.ti&3 83450
94931
152
1-3
1050
t2-0
1.00
0.017 3190.0 149652 58918
88.151
13-9
1-3
105.0
130
1.00
0011 8,90.0 14.9652 58918
88.151
12.7
1.2
1050
140
1.00
0.017 T-1W0 138140 5A326
81370
116
1,1
1050
15.o
1.00
0.017 6930() 12.5628 4y654
74,N89

HYDRAULIC CONDUCTIVITY STUDY
RECON Site 4
Dale: 3151"d
Weallee Cartlibm_ Cldudy
Location: Camp Lejeune
Temperature IF) 40
Number. 1
Hodzon: E
1c. iner-
Depth(inches): It's
5ET
Target Wsler Level: 15,0 5ater .9
rm
Segmning WLevel: 15.0 59
Hole Depth (an]:
30.0 111.8
EndingWamr Level: 13.0 5.1
Reference [cmp.
« 10.0 3.9
Head! [cm).
-150 59
CHT Tuba(.] eetbng:
• 25.0
Hole diamelar (Cnl): 5.0
Hole mdiue (r): 2.5 inches
Valve Setting;
ereNloent A: 0001436
1-0N 2-ON
NOTE: Readings based on Endvy Water Level
Cevenion Factor (C R.
MCI
Water
change in
Chamber
dock
Elapsed Time
9
K
K
K
Readln9
aster level
C.F.
time {min)
(mm)
Ihr1
lm37hr)
(cmlhr)
(inhrl
gavftNda
40
00
105.0
0.0
375
25
1050
2.0
2.00
0.033
7875,0
11.3091
4.4524
66.615
352
2.3
105.0
4.0
2.00
C.033
7245.0
10.4044
4.0962
61.256
33.1
2.1
105.0
60
2.00
0.033
M15.0
94996
3.7400
55-957
305
25
1050
60
200
0.033
91900
11,7615
46305
69 280
282
2.3
105.0
100
2.00
0.033
72450
10.4044
40962
61.286
258
2.4
105.0
12.0
2.00
0.033
7560.0
10,8567
42743
63.950
23.3
2.5
1050
14.0
2.00
0033
7875.0
111091
44524
66.615
HYDRAULIC CONOUCTIVITY STUDY
RECON Site 4
Date: 31512we
Lwatmn: Camp Lejeune
Number. 2
Horizon. E I= inches
Depth(inches): 118 SET UP Target Water Level: 10 5.
!»s Oegmnng W star Level: 14 0 55
Hole Deplh(-J. 30.0 111.8 Endue Water Level: 14.0 55
Reference [cmp. «9.0 3.5
Head(m): 150 59
CHT Tube(e) setting_ •24.0 Me diameter ton): 70
Hole mdius {r): 2.5
Valve Setting: ooelboenl A: 0.001288
1-ON 2-ON
NOTE: Readings paved on Ending Water Leael
Cuvenupn Fad. [C F.j: 1050
Water charge in Chamber clock Elapsed Time O K K K
Reading water level CF. time (min) fminl Ihr) (cmYhr) Icm7hri (iNhr) 9a0fl2fday
407 0.0 105.0 1.0
36,1 2.0 105.0 3.0 2,00 0 033 8190.0 105512 4,1540 62.150
354 2.7 105.0 50 2.On 0033 a505.n 10.9570 4.3135 64.541
33.4 2,0 105,0 7.0 2,03 0033 6300.0 8.1163 3. 1954 47.808
30.7 2.7 105.0 9.0 2.00 0.033 8505.a 10.9570 4,3136 64.541
364 23 ins 11.0 2.00 0n33 7245.0 9.3337 36747 54.979
25,8 26 too 130 2,00 0033 81900 10.5512 4.1540 62.150
FVnal 01 10,291 a,047 66,SST
HYDRAULC CONDUCTIVITY STUDY
RECON Site 4
Dale', 31512009
Locali- Camp Lejeune
Number. 3
Hortznn_ E Cm inches
Depm(incttes]: 11.0 SET Up Target WLevel' 15 ❑ 59
rm rrenea Beginning W W.I.
star La+el: 14.0 55
Hde Depth {cm]: 28.0 i11.0 Ewing Wale, Level', 13.0 51
Relerenca(cm): « 12,0 47
Head (on)t - 150 5.9
CHT Tube(s) aeNing: •25.0 Hole diamelar tank 5_0
Hde redius IT 2,5
Valve Seding: eell-M A: 0.001436
1-ON 2-ON
NOTE: Readngs based or, Ending Water Level
Coverslon Factor (CF.): 1050
Water charge in Chamber clock Elapsed Time O K K K
Rewire water level C.F. urn.(min) (minl (hr) [cm3lhr) tcmlhr) (Inlhrj ga0rtuday
40.2 00 1050 4,0
38.1 2.1 1050 6.0 200 0.033 6615 0 94996 3.7400 55.95T
362 1.9 105 0 80 2 00 0.033 59650 85949 33838 50 527
34.1 2.1 105.0 100 2.00 0.033 6615.0 9.49% 3.7400 55.957
3L9 2.2 105.9 12.0 2.00 0.033 6930.0 9.9520 3.9191 58.621
298 2.1 105.0 140 2 00 0.033 61915 0 9.4996 3.7400 55.957

HYDRAULIC CONDUCTIVITY STUDY
RFCON SITE 5
Del.: VM2008
weenier C� Sunny
Laalion'. Camp Lo)aune
Temperature IF1. 60
Numhan 7
Hdimn: E
0
Deplh(inches): 11,0
"LTUp
Target Willer Level: 12.0 4.7
cm
eegmrvng Wale, Level: 10O 39
Hole Depth(rm):
250 111.0
Ending Water Leval: 10,0 3.9
Reference (cm):
*90 35
Head(M)
120 141
CHT Tube(sl se0ing.
• 25.0
Hole diemetm (-): SA 1
Hde radius (r): 2.5 inches
Valve Sedvg,
r 7--1
mefliaenl A: 0.002091
1-0N 2-0N
NOTE: Readings basal m Ench g Willer Level
C-v .n Fanor (C.F.).
105.0
Water change in Chamb., CIKk Elapsed Time 0 K K K
Reading water level CF. time {min) (min) (hr) (cm3lhr) (-dh,( 0whr) gaell2Jday
164 00 105.0 0.0
14,9 1,5 1050 1.0 1.00 0.017 9450.0 19.7618 7.7802 116405
13.4 1.5 1050 2.0 I00 0017 94500 197610 7,T802 1164M
Ks 145 1050 3.0 1.on 0.017 100800 210792 8.2989 124.165
10.2 1, 5 1050 40 1.00 0.017 1 D080.0 21.0792 8.2989 124.165
8.7 1.5 105.0 5.0 1.00 0 017 9450.0 197618 7,7802 115 405
7.2 1.5 105.0 60 1.00 0.017 9450.0 19.7618 7,7802 118.405
Flnel Ksal Z0.201 T.953 1 118991
HYDRAULIC CONDUCTIVITY STUDY
RECON SITE 5
Dnle: 315/2008
L-alwn: Camp Lai....
Numbe, 2
Hod7on. E
Depm(irlcnes): 11.0 SET
Target Water Laud: 15.0 5.9
cm niches Begmnirg Water Level: 10,0 :19
Hole Depth lnn): 280 �t10 Endug Water Leval: 90 35
Ralerenre (cm1'. a220 8.7
Head(cm): - 150 r5.9
CHT Tuoe(s}4eMN: a35.0 Hole dalmeler
Hole radies(r): 2.5
Valve Se0ing: rI wellicient A: 0.002422
1-ON 2-ON
NOTE: Rending, based an Ending Wale, Level
Cpve nFrKLw(C.F.k 1050
water Grange in Chamber claw Elapsed Time 0 K K K
Reading wale, level CF. I-(,nk) (min) (hr) (-31hr) (cmlhr( [.Nhrl gallll2lday
251 0.0 1050 1.0
24.6 05 105.0 4.0 300 0.050 1050.0 2,5433 1.0013 14.981
24.2 0.4 105.0 7.0 3.00 0.050 840.0 2.0346 0.8010 11.985
234 0.6 1050 100 3 DO 0 050 16M 0 40693 1.6021 23 An
224 10 105 0 130 300 a W 21000 5 cfm 20026 29.962
214 1.0 105.0 160 3.00 0.050 2100 0 5 08M 20026 29 962
204 10 1050 190 300 0 050 MOD 5 0866 2.DD25 29 962

HYDRAULIC CONDUCTIVITY STUDY
A@CON SITE 6
Date. 315l2008
Weather CU AA-. Sunny
L-t- Camp Lejeune
Temperature IF] 60
Number, 1
Hanson. E
cm inches
Deplh(inches): 11.4
SETUP
Target Water Level: 15.0 .59
CReg=
water Level. 14055
flat. Depth 1-):
290 i11 4
Endirg W aler Levu: 14.Q 5.5
Rate-- (cmJ:
+ 10.0 3.9
Head (cmJ:
-150 59
CHT Tuhe(s) wring
= 24 0
Hula drameter 1-): 5.0
H.I. redi-(r): 2.5 inches
Valve SxOmg:
r - - - - - - - -x -1
weffideat A', 0001258
1-0N 2-ON
NOTE: Reed ngs based w Ending Water Level
Cwereion Fedor IC.F.).
105.0
Water change in Chamber Uock Elapsed Time Q K K
Readng valer level C.F, bme(min) Im'm} (hr) (cmLhrl (cmlhr) (irlrhil
K
gaVft2day
33,1
C.0
105.0
0,0
31,5
1.5
105.0
1.a
1.00
0017
100800
12,9860
5.1126
76.493
29 8
1.7
1050
2.0
100
0 017
10710.0
13 79T7
54322
81.274
28.4
1.4
1050
3.0
1.00
0.017
(IM 0
11 3628
4 4735
66.931
26.5
1.6
1050
40
1.no
0017
10680.0
12.9860
5.1126
76.493
25 1
1.7
1050
so
100
0 017
10710.0
13 7977
54322
61.274
23.7
1.4
105.0
6.0
1.00
0 017
8820-0
11.3628
44735
66.931
22.1
1.0
105.0
7.0
100
0 017
10D60 0
Fintl Kant
12.9860
12.716
5.1126
3.006
76.493
i 74.699
HYDRAULIC CONDUCTIVITY STUDY
RECON SITE 6
Date: 315r21108
L-nt- Camp Lej.une
Number, 2
H-r : E
0
DeplhSlrr Jtee): 11A
SET
Ta3e1 Water Level: C 5 .
I- inches
Begret4
ning Water Level: 14,0 55
Hde Depth lcm):
20.0 )11.0
EMug Water Level- 130 51
Relerence scurf
+ 11.0 4 3
Hand(cm)'
-15.0 59
CHT Tuhe(s) wrong.
• 24.0
Hole diameter (cmJ: 50
Hole radius (r): 2-5
Valve Setting:
r % 1
coefficient A'. 0001436
1-ON 2-ON
NOTE: Readings based w Ending Water Level
Coversion Facior(C.F.y 1050
Wafer
change in
Chamber
clock
Elapsed Time
Q
K
K
K
Reading
water level
C.F.
time (min)
(mini
(h)
(-31h,)
(cmlhr)
(inihrJ
yaVN2lday
399
00
1050
1.3
39.1
0.5
1050
3.3
2.DO
0033
2520.0
36199
1,4248
21.317
38.3
06
1050
53
2.00
0 033
2520.0
3.6169
1,4248
21.317
37.6
0.7
1050
7.3
2.00
0.033
22050
3 1665
1,2467
18 652
368
0.8
105.0
9.3
2.00
0.033
2520.0
3.6189
14246
21,317
36
0.8
105.0
11,3
2.00
0.033
2520.0
36189
14248
21317
353
07
1050
353
2400
0 400
183.8
0 2839
0.1039
1.554
IFlnel Kaat 2.501 09144 1 14.729 I

HYq BAULK CDNDl1CTIVITY STUDY
RECON Site 7
Dale, 312712006
_
Weather Cmmem. Sunny
Location'. Camp L.J.-Tm+pmalure
IFI'. 60
Number: 1
II�
Hodypm is
1M�1.0 �
1- ni
Deplh(indrasj: 12.6
^aE-P
Target Water Level', 15:0 5.9
ctn
Beginning Water Level: 12.0 d.7
Hole Depth(cmj:
320 112.E
Ending Water Leval 130 5.1
Rerarance I-)
rgo 35
Head (:;
- 15.0 5.9
CHIT Tubes) wi
280
Hde dmmeter 1-): 5.0 1
Hde radii Sri: 2.5 -n -
Value Setting:
o f ipeM A 0.001436
1-ON 2-ON
NOTE: Readings based on Ending Water Level
Crnertlion Factor (1
105.0
Water
Readrg
charlge in
velar 1-1
Chamber
C.F.
dock
lime {min}
Elapsed Time
{min} (hq
0
(an3lhi}
K
If milr l
K
610w)
K
WDd.y
37
0,0
105.0
0.0
359
1.1
105 0
1.0
1.00
0 017
69300
99520
3.0181
58 621
34,7
1.2
105.0
2.0
1.00
0.017
7560.0
10.8567
42743
63950
33.7
1.0
1050
30
1.00
0 017
6300.0
90473
3 8619
53 292
32,5
1.2
1050
4.0
1.00
0 017
75M 0
10.1
42743
63 950
31 A
IA
1050
50
I.00
0.017
6930.0
99520
3.9181
58.821
303
1.1
1050
6.0
1.co
C 017
6930 0
99520
39181
58.621
292
➢.1
➢OS 0
7,0
1.00
0017
69300
99520
3.9101
58.621
26
1.2
105.0
80
100
0 017
7550.0
108561,
4.2743
63.950
26.7
1.3
1050
90
1,00
0017
81900
11.7615
4.6305
69280
254
1.3
1050
10.0
l00
0017
10
Final 1
17,7615
11,460
dfi305
a.512
69280
87.303
HYL1rWlJLli:
V VfVllVl:l IVI I Y S I UV Y
RECON Site 7
Date_ 32712WO
Leceiian: Camp L.J.-
Number: 2
H--n R
Depih(Incile5j: 12.2
Target Water Level'. 15.0 5..9
rm nUlea
Beginning water Lei 12.5 4.9
Hde Depth (cmj'
31.0 )122
Endirg Water Level; 136 5.1
Relevance [cm}:
. 12.a 4.7
Hea ji
- I5 0 5.9
CHT Ti setting:
- 28,0
Fide d-eter (cmj: 5.0
Hole mdiue jr)- 2.5
Vale Selling'.
mellidenl A. 0,001436
1-ON 2-ON
NOTE: Reading, based on E ding Water Level
Cwenim Factor (C.F,j;
t050
water
Reading
change in
ester laud
Chamber
0F.
dork
bme(min)
Elapsed Time
Imml Ihrl
0
Irm3rhrl
K
Irmrnrl
K
(inrhrl
K
aalrft27dy
37.5
Do
105.0
1
364
1A
1050
1.5
1.00
0.017
6930.0
99520
3.9161
58.821
34
2.4
105.0
2.5
1.00
0 017
151200
21.7135
8.5496
127.901
336
0.4
105.0
3.5
1.00
0.017
2520.0
3 6189
1.4248
21.317
32.3
1,3
105.0
4.5
1.00
0.017
8190.0
11.7615
48=5
69280
31.1
1.2
1050
5.5
1.00
0 017
7560.0
10.8567
42741
63 950
29.7
1.4
105.0
5-5
1.00
0 017
8820.0
12 1
4.9867
74 609
264
1A
Io5.0
7.5
100
001T
8190.0
11.7615
41
69280
27,3
1.1
105.0
8.5
1,(10
0017
6930.0
99520
39181
58521
259
1.4
1060
9.5
1.00
0 017
a820.0
12.6662
4 9E67
74 609
24.5
14
1050
10.5
1 00
0 017
88200
121
4.9667
74 609
23.1
1.4
105.0
11.5
1.00
Gail
88200
Final...
12.6662
12.666
a,9867
4.987
74.609
74.609
11TUHAUL1li f1]NUUI: I IV I i Y J I i
RLCON Site
7
Data:
312712M
LM tiom Camp Lei -
Number:
3
Hwixan',
E
rm
inches
OepthprrllesY.
12.2
SETUp
Target Walar Level: 15.0
59
nrhea
Beinnin gg Water Levat'. 10.5
41
,
Hde Depth (cmj:
31,0
02.2
Ending Water Level: 11.0
4,3
Reterence(M);
+ 130
51
Head (cti 1
• 150
59
CHT Ti sebirg:
- 290
ride dmmeter [ring, 5,0
Hole radius 1 2,5
VaNe Sehing:
welficianl A', 0.001827
1-i
2-CN
NOTE: Readings based m Ending
Weler Level
C-irsion Factor (C
F.):
1050
water
rhargain
Chemller pock
Elapsed Time 0 K
K
K
Rending
w Iar Imel
C.F.
lima (min)
(min)
{hr) (cm31hr) (-1i
(infirj
ga1r1121da
365
00
1050
1.5
368
1.7
105.0
2.5
1 d0
0.017 10710.0 195698
7, TD47
115274
35
1.6
105.0
3.5
1.co
0017 11340.0 20.7210
81579
122055
33.4
1.6
t05.0
4.5
1,00
0017 100800 184187
72514
108A93
31 6
1.6
105.0
5.5
1.00
0 017 113400 20.7710
6.15T9
122055
29.9
1.7
105.0
6.5
1,30
0017 10710 0 195696
7,7047
115 274
282
1.7
105.0
7,5
1.00
0.017 107100 19.5698
7,7047
115.274
26.5
1.7
105.0
6-5
1.00
0,017 10710.0 19.5698
7.7047
115.274
24.7
1.0
i05.0
95
1 00
0 017 113400 207210
8. 1579
122.055

HYDRAULIC CONDUCTIVITY STUDY
RECON Site 6
Data:
3f272008
weather Card- Scnny
Lgcelwn: Came Lejeun.
Tempral-(F)' 60
Numtiar,
1
Horizon:
E
cm�. ai
DaWh(inchi
128
gET DP
TerOel Werer Level'. 15.0 51
cm
Beginning Water Level, 70 2,8
Hde Depth(om):
32.0
026
Endng Water Level'. 90 35
Hand (cm):
- 15.5
5.9
CHI TUGe(s) Bolting
- 300
Hale, diameter (rya): 5 0
Hda rom its (rC 2.5 nc�
Valve Setting:
r
eoeffIciem A: 0.002422
143N
2-ON
NOTE: Readings based on l7ndinrl Water Last
Cavarsicn Factor (C
F.(:
1050
Water
charge in
Chamber
dock
Elapsed Time 0 K K
K
Reatli
venter level
CI
time (mill
fmink
lhrl 1-300 Icmfllrl (inlhrl
9341t21day
184
0.0
105.0
0.5
17.4
1.0
1050
1,5
1.00
0.017 6300.0 15.25% 6.0078
8988T
16.7
0.7
1050
2,5
Too
0017 4410.0 10b819 47055
62,921
ISIS
1.1
105 0
3 5
1 00
0 017 69300 161859 6 SD66
96 275
14.0
0.8
1050
4.5
1.00
0.017 50400 12.2079 4.0063
71.909
13.9
0.9
105.0
5.5
1.00
0.017 5670.0 13.7330 5.4070
60.898
13
0.0
1050
6.5
1.00
0.017 5670.0 137339 54070
80 898
12,1
09
to$ n
7.5
100
0 017 5870.0 13.7339 54070
00.598
11.3
0.8
105.0
8.5
1.00
0.017 5040.0 122019 48063
71.909
HYDRAULIC CONDUCTIVITY STUDY
RECON Site 8
Date:
3272008
Locnlian:
Lamp Lejeuna
Ntmrber
2
Hon n.
E
�
l-o
Deplh(irlches):
11.8
SET P
Target Wo Laval: 15.0
59
I-
Inches
Beginning Water Level', 14.5
5.7
Hale Depth (tint:
30.0
1
Ending Water Level', 14.0
55
Relerence1
130
5.1
II (-):
- 15.0
S.D
CUT Tabe{ej satting
280
Hde da Ri(ur1)' 50
--
Hole mdme 1 2,5
Vnlva Sooi
r
coefficient A: 0.001288
I -ON
2-ON
NOTi Rendingg based on Ending
W rater Level
Caverltloo Frlclor
(C.Rl
105.0
Wale,
thong.e
Chamber clock
Elapsed Time 0 K
K
K
Readi
wafer level
CF.
time lminl
Iminl
{hrl (m3RT1 Icrnftw)
fno
gaVr121da
16.3
0.0
1050
1.0
14.3
2.0
105 0
2.0
1 00
0.017 126M 0 162326
63908
95 616
12.7
I a
1050
30
Too
0.017 lari 1291160
5-1128
75493
11.4
1,3
1050
40
100
0.017 li9 10.5512
4.1540
1
9.7
17
1050
5.0
1,00
0.017 10710.0 13.7977
54322
81.214
8.5
1,2
105.0
6.0
1.00
0.017 7560.0 9.7395
38345
57.370
7.2
1.3
1050
7-0
1.00
0017 BIRO 10-5512
4.1540
62, 150
5.1
1,5
105.0
8,0
100
0017 -50.0 12.1744
4.-11
11,111
4.3
1.4
105.0
9.0
1,00
0,017 88200 11.3828
44735
66.931
3
1,3
1060
10.0
1.00
0.017 8190.0 10.5512
4.1540
62.150
1,7
13
105.0
11-0
1.00
0.017 8190.0 10.5512
4.1540
62.150
Final 111 10_922
42fi1
63.744
HYDRAULIC CONDUCTIVITY STUDY
Dale:
31272006
Loranion:
Camp Lei
Number,
3
Horizon:
E
cm inches
Depth(Inchi
11.a
SET UP
Target Water Leval150 59
a++
:adzes
Begm..g Water Level: 12.0 47
Hole Depth (cm):
300
11 1. 6
Ending Water Level: 12.0 47
Rehiniona{cm):
.100
3.9
Head (cm):
- 15.o
59
CHT Tubes) salting:
= 250
Hde diameter (Tint: 5 0
Hde mdme {r): 2.5
Valve Setting.
r
ooef[loent A: 0.001613
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Cm4ersion Factor
(C F.):
105.0
Water Chang. i1 Chnmtrer clock Elapsed Time ❑ K K
K
Reading
-1.11-0
C.F.
to.. (.iin)
(mint
Ihrl (r4nlhr) (cni (ildhr)
da
17.3
0.0
1050
0,0
15.4
1.9
1050
1.0
1.00
Doll 1 1910 0 193062 7 6009
113. T21
13.5
1,9
105.0
20
IOU
gull 119n)a 19.31 76009
113, 721
11.6
1,9
105.0
3.0
1,00
0.017 11970.0 19.3062 7,6"
113,721
99
1,7
1050
4.0
100
0017 107100 17.2740 61
101.751
8
19
105.0
5,0
Ion
0017 119TO0 19.3062 7,5009
Final 1 18.629 7,334
113,721
109131

04A.
i

i ._ �-s . k, •I. .. .. ... . .. - -
a •t. .... .... _� _-..i$I%1 ,4 1 -.'p A' 1 rk ��•l i •� �' q �f'. ri � .ti. i r �