SW8080521_HISTORICAL FILE_20080603

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 09052\
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
E7 HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
200 80 �003
YYYYMMDD

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleco H. Sullins Director
Division of Water Quality
June 3. 2008
Carl Baker, Deputy Public Works Officer
MCB Camp Lejeune
Building 1005 Michael Road
MCB Camp Lejeune, NC 28547-2521
Subject: Stormwater Permit No. SW8 080521
USMCB Camp Lejeune — Second Reconnaissance Battalion
High Density Subdivision Project
if Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for USMCB Camp Lejeune — Second Reconnaissance Battalion on June 3, 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 21-1.1000. We are
forwarding Permit No. SW8 080521, dated June 3, 2008, for the construction of the project,
USMCB Camp Lejeune — Second Reconnaissance Battalion.
This permit shall be effective from the date of issuance until June 3, 2018, and shall be subject
to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150E of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Chris Baker, or me at [phone].
Sine y,
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/csb: S:\WQS\STORMWAT\PERMIT\080521.jun08
cc: Bryan Dick, Earthtech
Onslow County Inspections
Chris Baker
GWilmington Regional Office
Central Files
Nonh Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone]
Wilmington Regional Office Internet: www. ncwatermualitvore Fax [phone]
NoRhCarolina
Aalura!/y
Customer Service
1-877-623-6748
An Equal Opportunity/Affirmative Action Employer — 50% Recycled110% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 080521
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
Carl Baker and MCB Camp Lejeune
USMCB Camp Lejeune — Second Reconnaissance Battalion
NC 172 and Courthouse Rd., Onslow County
FOR THE
construction, operation and maintenance of an infiltration basin 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 Division of Water Quality and
considered a part of this permit.
This permit shall be effective from the date of issuance until June 3, 2018, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 171,288 square feet of
impervious area. This basin must be operated with a 50' vegetated filter.
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 080521
6. The following design criteria have been provided in the infiltration basin and must
be maintained at design condition:
Drainage
Drainage
Drainage
Drainage
Drainage
Drainage
Drainage
Area 1
Area 2
Area 3
Area 4
Area 5
Area 6
Area 7
Drainage Area, acres:
0.62
0.63
0.64
0.62
0.65
0.87
0.66
Onsite, ft2:
27,172
27,410
27,740
26,900
28,095
37,745
28,768
Offsite,ft2:
None
None
None
None
None
None
None
Total Impervious
Surfaces, ft2:
26,286
26,090
25,646
25,580
26,490
22,035
19,161
Design Storm,
inches:
3.7
3.7
3.7
3.7
3.7
3.7
3.7
Basin Depth, feet:
2.4
1.9
1.9
2.2
2.2
1.5
2.6
Bottom Elevation,
FMSL:
9
8.1
8.1
7.6
7.6
8
9.2
Bottom Surface Area,
ft2:
3,187
5,128
4,856
4,588
3,979
5,890
1.959
Bypass Weir
Elevation, FMSL:
10.8
9.3
9.3
9
9.2
9
11.2
Permitted Storage
Volume, W:
7,591
7,459
7,344
7,362
7,452
6,379
5,933
Type of Soil:
Ba meade
Ba meade
Ba meade
Ba meade
Ba meade
Ba meade
Ba meade
Expected Infiltration
Rate, in/hr:
2.42
2.81
0.60
2.73
0.68
2.02
1.11
Seasonal High Water
Table, FMSL:
7
1 6.1
1 6.1
1 5.2
5.2
6
7.2
Time to Draw Down,
hours:
11.8
6.24
30.2
7.0
33.1
6.5
32.6
Receiving
New River/White Oak
Stream/River Basin:
Stream Index
19 - (27)
Number:
Classification of
SA;HQW
Water Body:
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all 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, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 080521
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.
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.
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.
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.
Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
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 080521
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.
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=AROLINA
rd day of June, 2008.
NORT ENVIRObWENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 080521
USMCB Camp Lejeune — Second Reconnaissance Battalion
Stormwater Permit No. SW8 080521
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 080521
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 weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the 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

DWQ.USE ONLY, :.. -. ..
Date Received
Fee Paid
Permit Number
Z
W O U
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICAT VED
This form may be photocopied for use as an original
I. GENERAL INFORMATION
MAY 2 8 2008
BY:
____j
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Carl Baker, Deputy Public Works Officer
3. Mailing Address for person listed in item 2 above:
City: MCB Camp Lejeune State:NC Zip:28547-2521
Phone: (910 ) 451-2213 Fax:
Email: carl.h.bakerOusmc.mil
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
USMCB Camp Lejeune - Second Reconnissance Battallion
5. Location of Project (street address):
NC 172 and Courthouse Rd - Courhouse Bay
City:Camp Lejeune County:Onslow
6. Directions to project (from nearest major intersection):
From Sneads Ferry go east on NC 172 though Lejeune gate, turn rt at Couthouse Rd at 6.2 miles, project site
7. Latitude: 34-35-30.8 N Longitude: 77-22-15W of project
8. Contact person who can answer questions about the project:
Name:Bryan Dick Telephone Number: (919-854-6252 1
Email:bryan.dickOearthtech.com
II. PERMIT INFORMATION:
1. Specify whether project is (check one):
ram
❑Renewal ❑Modification
Form SWU-101 Version 8.07 Page I of

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit numberNA and its issue date (if known)
3. Specify the type of project (check one):
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SMP ❑Other
4. Additional Project Requirements (check applicable blanks):
❑CAMA Major ❑Sedimentation/Erosion Control ❑404/401 Permit ❑NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater will be routed via grassed swales from imperivous areas to 7 separate basins. Each infiltration basin
meets DWO requirments for drawdown time and is sized for the required treatment volume. This project is
withing 1 /2 mile of SA (SC) waters.
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Site Area: 19.03 acres 4. Total Wetlands Area: 0 acres
5. 100' Wide Strip of Wetland Area: NA acres (not applicable if no Wetlands exist on site)
6. Total Project Area**:4.68 acres 7. Project Built Upon Area:84 %
8. How many drainage areas does the project have? 7
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
New River
New River
Stream Class & Index No.
SA, HQW
SA, HQW
Drainage Area (so
27172
27410
Existing Impervious* Area (so
0
0
Proposed Impervious*Area(so
26286
26090
% Impervious* Area (total)
97%
95%
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (so
0
0
On -site Streets (so
0
0
On -site Parking (so
26286
26090
On -site Sidewalks (so
0
0
Other on -site (so
0
0
Off -site (so
0
0
Total (so:
26286
26090
Form SWU-101 Version 8.07 Page 2 of 4

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

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at 11ttp://h2o.enr.state.nc.US/su/msi maps.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 (54,000 for Express) payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soil report
• Three copies of plans and specifications (sealed, signed & dated), including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf; please complete this section.
Designated agent (individual or firm): Bryan Dick, PH, Earth Tech
Mailing Address: 701 Corporate Ctr. Dr., Suite 475
City:Raleigh State:NC Zip:27607
Phone: (919 ) 854-6252 Fax: (919 ) 854-6259
Email:[e-mail]
VIII. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in General Information, item 2)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covey�nts w)II be r}ded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000. / / , / /,' A
Date:.? ' / — d8
Form SWU-101 Version 8.07 Page 4 of 4

Addendum to Basin Descriptions for Permit Application
Basin Information
Drainage Area 3
Drainage Area 4
Drainage Area 5
Drainage Area 6
Drainage Area 7
Receiving Stream Name
New River
New River
New River
New River
New River
Stream Class
SA, HOW
SA, HQW
SA, HQW
SA, HOW
SA, HQW
Drainage Area (sf)
27740
26900
28095
37745
28768
Existing Imp. Area (sf)
0
0
0
0
0
Proposed Imp Area (sf)
25646
25580
26490
22035
19161
% Imp Total
92%
95%
94%
58%
67%
ImpSurface Area _
On --Site Buildings (sf)
0
0
0
0
1500
On -site Streets (sf)
0
0
0
0
0
On Site Parking (sf)
25646
25580
26490
22035
17661
On -Site Sidewalks (so
0
0
0
0
0
Other On -site (sf)
0
0
0
0
0
Off -site (sf)
0
0
0
0
0
Total
25646
25580
26490
22035
19161

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Legend
Wetlands and DWQ
Site Layout
Existing Roads
EarthTech
Classifcation Map
—DWO Named Streams
—PAVED
Recon Platoon Interim Facilities
-- Unnamed Tributaries UNPAVED
Welland Addition -2008 ® Shellfish Area NOW
A'!tAICO Intamahona. Ltd. Company
at Courthouse Bay
I UPLAND
©Shellfish Ana ORW
Camp Lejeune Marine Corps Base
I —,WETLAND
Onslow County, North Carolina
0 500 1,000 2,000 Feet
1 inch equals 1,000 feet

Legend
@) EarthTech Soils Map
Site Layout
Recon Platoon Interim Facilities
Existing Roads
a tyco mlwaiwor,.m Cam"" at Courthouse Bay
— PAVED
Camp Lejeune Marine Corps Base
UNPAVED
Onslow County, North Carolina
Soil Map Units
0 150 300 600 Feet
iI i I I I i
1 inch equals 300 feet

P. 01
TRANSACTION REPORT
FOR: NCDENR
9103502004
JUN-04-2008 WED 07:01 AM
>K
SEND
DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
JUN-04 07:00 AM 919198546259 1'21" 8 FAX TX OK 537
>K t
TOTAL 1M 21S PAGES: 8
State of North Carolina
pepartmentW itNatural Resources
ingt n Regional Office
Michael F. Easley, Governor FAX COVER SHEFT
Date: June 4, 2008
To:
Co:
Fax:
Re:
Bryan Dicl Plil
Earth Tech
919-854-6259
gxQress Permit for USMC Second Reoon Ra lion
William G. Ross, Jr., Secretary
No. Pages (excl. cover): 7
Express Permitting
From: Sandra Exum
Phone: aiw2L 265
Fax: [phone]
• [phone] • An Equal Opportunity Affirmative Action Employer
127 Cardinal Drive Extension. Wilmington. NC 28405

Designer BMD
Date: 6/3/2008
Basin #
Qp 1 in/hr
Hw tin/hr
Qp 10 yr
Hw 10 Yr
Clearence
Check for
(cfs)
(ft)
(cfs)
(ft)
Provide (B to C)
Clearance 10 yr
1
0.63
0.30
1.57
0.55
1.10
ok
2
0.60
0.29
1.49
0.53
0.70
ok
3
0.60
0.29
1.51
0.53
0.70
ok
4
0.59
0.28
1.47
0.52
0.50
check value *manually checked and within .02 ft is ok
5
0.61
0.29
1.53
0.54
0.70
ok
6
0.82
0.35
2.06
0.65
0.70
ok
7
0.63
0.30
1.57
0.55
1.20
ok
L= 1.3 ft
Cw = 3.0
Broad Crested Weir
Q=Civ•L•H'5
I
HQ s
w =
C1v • L

Designer BMD
Date: 6/3/2008
Basin #
Qp 1 in/hr
Hw 1 in/hr
Qp 10 yr
Hw 10 Yr
Clearence
Check for
(cfs)
(ft)
(cfs)
(ft)
Provide (B to C)
Clearence 10 yr
1
0.63
0.30
1.57
0.55
1.10
ok
2
0.60
0.29
1.49
0.53
0.70
ok
3
0.60
0.29
1.51
0.53
0.70
ok
4
0.59
0.28
1.47
0.52
0.90
ok
5
0.61
0.29
1.53
0.54
0.70
ok
6
0.82
0.35
2.06
0.65
0.70
ok
7
0.63
0.30
1.57
0.55
1.20
ok
L= 1.3 ft
Cw = 3.0
Broad Crested Weir
Q=Cw L•H'
Hiv
Cw • L
Q

NCDENR
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension, Wilmington, NC 28405 [phone] FAX [phone]
Request for Express Permit Review
FILL-IN all information below. FAX to Express Coordinator along with a
a detailed narrative and vicinity map of the project location.
Reviewer
Submit 5 /X:�>
Time Icr, o
Confirm S- k 4-o$
APPLICANT: Name: Carl Baker Title _Deputy Public Works Officer
Company Name MCB Camp Leieune
Address -Bldg 1005 Michael Rd City MCB Camp Leieune Zip 28547
Phone [phone] Fax [e-mail]_
PROJECT: Name Counter Battery-Site—
ENGINEER/CONSULTANT INFORMATION:
County Onslow
Vk., b;1 t
Name Bryan
M. Dick Company
Earth Tech
(04!/ SOS-
1 q (05
Address
701 Corporate Ctr Drive
City _Raleigh
State NC
Zip 27607
Phonegla
9s4-toy z Fax 4h-t
8S4-(o2_59 Email '�.r'C_t
ri)CjAck-k
CJ%,gym
❑ SCOPING MEETING ONLY DWQ DLR
DCM Other
❑STREAM ORIGIN DETERMINATION # of Stream calls Stream
❑ STORMWATER ❑ Low Density 1 ®)High Density -Detention Pond ❑ High Density - Other
(check all that apply) ❑ Low Density -Curb & Gutter High Density -Infiltration Off -site
Wetlands MUST be addressed below R.NPDES Phase II a Plan Revision
❑ COASTAL MGT. ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information ❑ Upland Dev.
-------------------- -------------------------------------------------------------------------------------------------------------------------------------------------
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with acres to be disturbed
WETLANDS (401) Wetlands on Property ? ❑ Yes ❑ No Isolated Wetlands on Property? ❑ Yes ❑ No
(Check all that apply) Wetlands will be impacted? ❑ Yes ❑ No Wetland impacts: acre(s)
Wetlands delineation has been completed? ❑ Yes ❑ No ❑ Buffers impacted: Acre(s)
USACOE Approval of Delineation completed? ❑ Yes ❑ No
404 Application in Process w/USACOE? ❑ Yes ❑ No I Permit recv'd from USACOE❑Yes ❑ No
401 Application Required? ❑ Yes ❑ No If Yes, ❑ Regular ❑ Express
Additional fees, not to exceed 50% of the original Express Review permit application fee may be charged for
subsequent reviews due to the insufficiency of the permit application.
Total Fee:$
Stormwater
$
CAMA
$
LQS
$
401
$
EDab Rgeilectit E
�WUJ MAY 0 7 2008
DWQ
PROJ k
Revised 10/9/2007

Project Name MCB Camp Leieune — Counter Battery
+Stormwater Express Questionnaire (10/9/2007)
What is the applicant's full legal name? Carl Baker -Marine Corps Base Camp
Leieune
Is the applicant associated with Sole proprietor Corporation ❑ LLC
Partnership Municipality
If it's an LLC, is it ❑ Manager -managed or ❑ Member -managed?
QWhat is the applicant's title within the Corp., LLC or Partnership? Deputy Public Works
Officer
Will an agent (someone other than the applicant) be signing the application? ❑ Yes ® No
If Yes, what is the agent's name and title?
OPlease note the application signature requirements are listed in NCAC 2H.1003 (e). In
summary, only the sole proprietor of a sole proprietorship, the designated manager, member -
manager, president or vice president of a corporation or LLC, the general partner of a
partnership, or a ranking official of a municipality may sign permit applications and supplements.
The signature of the engineer or other agent can be accepted only if accompanied by a signed
letter of authorization from one of the aforementioned individuals. Corporations, LLC's and
Partnerships must be registered with the NC Secretary of State's Office, and be active. Please
note that spelling, capitalization, and punctuation are extremely important. Please provide the
entity name exactly as on file with the NC Secretary of State.
Project Location: County _Onslow Nearest Town/City_Jacksonville, NC
(Attach a detailed vicinity map with both local street names and SR, NC, US of Interstate
highway numbers, plus other relevant information such as town or city names, directions to, etc.
Show the nearest intersection of two major roads on the vicinity map. A major road is any 1, 2 or
3 digit NC, US or interstate highway.)
If the project is located in Brunswick, Onslow, or New Hanover Counties, or a small
portion of northern Pender County, NPDES Phase II Post -Construction rules will apply,
unless a vested development right, as described in the Session Law, can be
demonstrated, which is dated prior to July 1, 2007.
3. Receiving stream name Cogdill's Creek River Basin _ White Oak (03-05-02)
What is the classification of the receiving stream? SC, NSW
For SA or SR waters, a separate scaled topographic map will be required. The project must be
accurately located on the map and the % mile radius from the property corner closest to the SA
or SR receiving stream must be drawn on the map. If you claim that the project is not within
mile of SA or SR waters, you must conduct a series of chlorides tests to demonstrate that the
chlorides level at a point in the receiving stream that is at least % mile from the project is less
than 500 ppm. Samples must be sent to a State certified lab for testing.
4. If the project is high density, what type of stormwater management BMP's are being proposed?
(check all that apply)
Wet Detention Infiltration Trench Infiltration Basin Sand Filter
Bio-retention Wetlands Alternative e Offsite
Dry Detention NPDES Phase II Other. Level Spreader and Filter Strip
How many separate BMP's are being proposed? 1
5. Is there offsite runoff from the adjacent properties or public right-of-way that will drain into any of
the proposed BMP's on the project and is not being diverted? LJ Yes ® No ❑ N/A
6. Is a road across other property required to access the project? ❑ Yes ® No ❑ N/A
7. Is there any existing development or pre-1988 existing BUA located on the property?
(Please document, delineate and identify on the plans.) ® Yes No C [R NJA V E
Page 1 of 3 MAY 0 7 2008 D
Revised 10/9/2007
DWQ
Ppr1J u

Project Name MCB Camp Leieune — Counter Battery
8. Will the high density project collect all of the proposed BUA? ® Yes ❑ No ❑ N/A
(If not, attach a separate explanation sheet)
9. Will the project involve the subdivision and sale of property? ❑ Yes ® No ❑ N/A
Is the subdivision ❑ residential or ❑ commercial?
How many lots are proposed?
(Deed restrictions are required for all residential, commercial, low density or high density sub-
divisions. Specific language for the various types of subdivisions is available from DENR.)
10. Will the plans show all delineated wetlands? ® Yes ❑ No ❑ N/A
(All projects require either a signed wetlands delineation map or a wetlands report to be
submitted with the application. Only a trained professional may provide information regarding
the presence or absence of wetlands.)
11. Are wet detention ponds or other engineered controls proposed to be located adjacent
wetlands? ® Yes F No ❑ N/A
(If, yes, a physical means to prevent the dewatering of the wetland must be provided, or the
SHWT must be provided to demonstrate that the permanent pool of the BMP is above the
SHWT and will not dewater the wetlands over time. Where possible, all BMP's and swales
should outlet into back the wetland (with level spreaders).
12. For infiltration projects, a site visit must be completed with the DENR soils scientist to verify the
soil type, water table and infiltration rate provided in the soils report.
What is/was the scheduled site visit date?
(Include a copy of the consultant's soil report with the application.)
13. Level Spreaders are required at the outlet of all engineered controls and,swales prior to entering
surface waters or wetlands. Will the plans reflect level spreaders? ® Yes ❑ No ❑ N/A
(The purpose of the level spreader is to reduce the energy of the incoming runoff and to
promote diffuse sheet flow to prevent erosion and scour into the receiving waters or wetlands.)
14. Is this project A modification to an existing permit
A lot that will be treated in an existing, previously permitted BMP?
What is the name of the existing permitted facility?
What is the permit number of the existing permitted facility? SW8
Is the permitted facility in compliance with its permit? Yes No N/A
Have the deed restrictions been recorded? Yes No N/A
Have the deed restrictions been submitted? Yes No N/A
Has the Designer's Certification been submitted? Yes No N/A
15. Do the plans reflect all information in 15A NCAC 2H.1003 (g)? ® Yes ❑ No ❑ N/A
16. Will all of the design requirements for each proposed BMP be met? ® Yes ❑ No ❑ N/A
(If not, attach a separate explanation sheet. Please note that the Express program is not set up
to handle any type of deviation from the standard design.)
17. For each BMP in all high density projects, and low density curb outlet swale projects, the
individual drainage area for each proposed BMP must be clearly delineated.
18. Any revisions made to the application as a result of this review may cause changes to the other
documentation. Plans, calculations, application, and supplements should be reviewed for any
necessary changes. For example, changing the orifice size will require a modification to the
calculations, the pond details on the plans, and page 1 of the supplement.
19. IS THE PROJECT DESIGNED AND THE APPLICATION READY TO SURO{ljO M M ©V40E (1
1
Page 2 of 3 Illr�llll! MAY 0 7 2008 U
Revised 10/9/2007
DWo
aan.ix

Project Name MCB Camp Leieune — Counter Battery
Complete applications may be accepted earlier if there is a cancellation in our submittal
schedule.
j�E C E I V ED
IU�,uf MAY 0 7 2008
Page 3 of 3 PROJ # owe__
Revised 10/9/2007

Camp Lejeune Main Gate
7z
ipee
Ak' 'o
Project Location
... . ......... . ........... ... . . I
Camp Lejeune South Gate \1 Pk0J
I
to Bay Gdhe LeM"d T5
Ferry �17
WZ7
17_; 'L"J
Atlantic Ocean
Legend EarthTech Location Map
PAVED 0 0 5 1 2 Wes A rqC�Q wflull L;d �mUt Counter Artillery Battery
UNPAVED
Radar Platoon
Camp Lejeune MCB
Onslow County, NC
MAY 07

BmB
44
I IU U 4
Baal
I
MaC

STORMWATER MANAGEMENT PLAN
PREPARED FOR: MCB CAMP LEJEUNE
SECOND RECONNAISSANCE BATTALION
DATE: 5-28-08
EARTH TECH, INC
701 CORPORATE CENTER DR., SUITE 475
RALEIGH, NC 27607
919-854-6200
PREPARED BY:
BRYAN M. DICK, EIT, PH
CHECKED BY:
BILL JENKINS, PE

PROJECT DESCRIPTION
THIS DOCUMENT IS TO SERVE AS A STORMWATER MANAGEMENT PLAN FOR THE
MCB CAMP LEJEUNE - RECON PROJECT. THE PROJECT CONSISTS OF THE ADDITION
OF PARKING AREAS, CONCRETE SLABS AND VARIOUS STRUCTURES TO THE ALREADY
DEVELOPED SITE. THE COMPLETED PROJECT WILL PROVIDE FOR EXPANSION OF THE
FACILITIES TO ACCOMMODATE ADDITIONAL STAFF IN THE COMING YEAR.
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 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 It -
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, DULY 2007. SEVEN INFILTRATION BASINS ARE USED TO TREAT
7 SEPARATE DRAINAGE AREAS. THIS PROJECT IS WITHIN 0.5 MILES OF SA WATERS
AND THE USE OF INFILTRATION DEVICES IS REQUIRED BY DWQ. THE TREATMENT
VOLUME PROVIDED AS WELL AS THE USE OF SWALES AND ADEQUATE INFILTRATION
CAPACITY WILL PROVIDE A POST DEVELOPMENT PEAK FLOW RATE THAT IS LESS THAN
THE PRE -DEVELOPMENT CONDITION, PER THE JULY 2007 START DATE FOR MEETING
PHASE II REQUIREMENTS. HYDROCAD MODELS BASES ON TR-55 METHODS WERE USED
TO VALIDATE THE COMPLETE CAPTURE OF THE RUNOFF DIFFERENCE FOR THE 3.71'
TYPE III - 24 HR. STORM.
STORMWATER DESIGN PARAMETERS
THE INFILTRATION BASINS 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 FOR OUTLET STRUCTURE AND ROUTING DESIGN TO
MAINTAIN A POST DEVELOPMENT PEAK FLOW THAT IS LESS THAN PRE -
DEVELOPMENT PEAK FLOW
• RATIO OF IMPERVIOUS SURFACE TO THE TOTAL AREA OF THE DRAINAGE AREA
0 EXCEED A MINIMUM OF 2.0"

• RAINFALL EXCEEDING THE DESIGN STORM WILL BYPASS THE BASINS AND FLOW
THROUGH A MINIMUM OF 30' LONG VEGETATED FILTER
DISCUSSION OF TREATMENT MEASURES
THE PROPOSED TREATMENT IS TO UTILIZE 7 SEPARATE INFILTRATION BASINS
TO MEET THE TSS AND PEAK FLOW REQUIREMENTS SET FORTH BY DWQ. THE SOILS
OF THE PROJECT SITE ARE APPROPRIATE SOILS FOR INFILTRATION AND THE SEASON
HIGH WATER TABLE AT EACH BASIN WILL ALLOW CONSTRUCTION OF THESE BASINS,
WITH AT LEAST A 2' CLEARANCE FOR EACH BASIN, 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.
PHASE II REQUIREMENTS ARE MET BY USING A GRASSED SWALE TO COLLECT
SHEET FLOW FROM THE IMPERVIOUS AREAS AND BY THE INFILTRATION AND STORAGE
VOLUME PROVIDED IN EACH BASIN.
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 SITE
DEVELOPMENT.

a OnV�il� SAIPA D e_ 17 70
4 2gSo Piney Gr _
r
v
(D�
ly is Bay Gable L&d
BREWSTER BOULEVARD'_�
17
Camp Lejeune Main Gate
M.
IM Y T
17
�N K
o wt
�.y 81RCH 0
SIR
LL
1110
� G N
sy,� pp
vo
R�qO It
f
Camp Lejeune South Gate
�P
n
1s rY
Fer Project Location T/ PROJECT SITE
Legend
— PAVED
UNPAVED
EarthTech vicinity Map
0 05 z Recon Platoon
Miles A tWO WKIaironal',m Comney
Interim Facility at Courthouse Bay
Camp Lejeune MCB
Onslow County, NC

NC®ENR
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension, Wilmington, NC 28405 [phone] FAX [phone]
Request for Express Permit Review
FILL-IN all information below.. FAX to Express Coordinator along with a compl,
a detailed narrative and vicinity map of the project location.
Reviewer C:.S'
Submit $/2K_
.Time 11.3c7
Confirm
APPLICANT: Name: Carl Baker Title Deputy Public Works Officer
Company Name MCB Camp Leieune
Address —Bldg 1005 Michael Rd City MCB Camp Leieune Zip 28547
Phone [phone] Fax [e-mail]_
PROJECT: Name _ReconBatt..
ENGINEER/CONSULTANT INFORMATION:
County Onslow
Name Bryan M. Dick Company Earth Tech
Address 701 Corporate Ctr Drive City _Raleigh State NC Zip 27607
❑ SCOPING MEETING ONLY DWQ DLR DCM Other
❑STREAM ORIGIN DETERMINATION # of Stream calls Stream
KN6",++t-
❑ STORMWATER ❑ Low Density ❑ High Density -Detention Pond ❑ High Density - Other
(check all that apply) ❑ Low Density -Curb & Gutte High Density -Infiltration. Off -site
Wetlands MUST be addressed below �'NPDES Phase II Plan Revision
❑ COASTAL MGT. ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information ❑ Upland Dev.
------------------------------------------------------------------------------------------------------------------------------------------------------ ----------------
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with acres to be disturbed
WETLANDS (401) Wetlands on Property ? ❑ Yes ❑ No Isolated Wetlands on Property? ❑ Yes ❑ No
(Check all that apply) Wetlands will be impacted? ❑ Yes ❑ No Wetland impacts: acre(s)
Wetlands delineation has been completed? ❑ Yes ❑ No ❑ Buffers impacted: Acre(s)
USACOE Approval of Delineation completed? ❑ Yes ❑ No
404 Application in Process w/USACOE? ❑ Yes ❑ No / Permit recv'd from USACOE❑Yes ❑ No
401 Application Required? ❑ Yes ❑ No If Yes, ❑ Regular ❑ Express
Additional fees, not to exceed 50% of the original Express Review permit application fee may be charged for
subsequent reviews due to the insufficiency of the permit application.
Total Fee:$
Stormwater
$
CAMA
$
LQS
$
401
$
Date Received
E C E I V ED
MAY 0 7 2008
DWQ
Ravisad 101PO n7

Project Name MCB Camp Leieune — Recon
+Stormwater Express Questionnaire (10/9/2007)
What is the applicant's full legal name? Carl Baker -Marine Corps Base Camp
Leieune
Is the applicant associated with Sole proprietor Corporation ❑ LLC
Partnership H Municipality
If it's an LLC, is it ❑ Manager -managed or ❑ Member -managed?
()What is the applicant's title within the Corp., LLC or Partnership? Deputy Public Works
Officer
Will an agent (someone other than the applicant) be signing the application? ❑ Yes ®No
If Yes, what is the agent's name and title?
OPlease note the application signature requirements are listed in NCAC 2H.1003 (e). In
summary, only the sole proprietor of a sole proprietorship, the designated manager, member -
manager, president or vice president of a corporation or LLC, the general partner of a
partnership, or a ranking official of a municipality may sign permit applications and supplements.
The signature of the engineer or other agent can be accepted only if accompanied by a signed
letter of authorization from one of the aforementioned individuals. Corporations, LLC's and
Partnerships must be registered with the NC Secretary of State's Office, and be active. Please
note that spelling, capitalization, and punctuation are extremely important. Please provide the
entity name exactly as on file with the NC Secretary of State.
2 Project Location: County _Onslow Nearest Town/City_Jacksonville, NC_
(Attach a detailed vicinity map with both local street names and SR, NC, US or Interstate
highway numbers, plus other relevant information such as town or city names, directions to, etc.
Show the nearest intersection of two major roads on the vicinity map. A major road is any 1, 2 or
3 digit NC, US or interstate highway.)
If the project is located in Brunswick, Onslow, or New Hanover Counties, or a small
portion of northern Pender County, NPDES Phase II Post -Construction rules will apply,
unless a vested development right, as described in the Session Law, can be
demonstrated, which is dated prior to July 1, 2007.
3. Receiving stream name Courthouse Bail River Basin White Oak (03-05-02)
What is the classification of the receiving stream? SA, HQW
For SA or SR waters, a separate scaled topographic map will be required. The project must be
accurately located on the map and the % mile radius from the property corner closest to the SA
or SR receiving stream must be drawn on the map. If you claim that the project is not within
mile of SA or SR waters, you must conduct a series of chlorides tests to demonstrate that the
chlorides level at a point in the receiving stream that is at least % mile from the project is less
than 500 ppm. Samples must be sent to a State certified lab for testing.
4. If the project is high density, what type of stormwater management BMP's are being proposed?
(check all that apply)
Wet Detention Infiltration Trench Infiltration Basin e Sand Filter
Bio-retention Wetlands Alternative Offsite
Dry Detention NPDES Phase II Other Level Spreader and Filter Strip
How many separate BMP's are being proposed?
5. Is there offsite runoff from the adjacent properties or public right-of-wa that will drain into any of
the proposed BMP's on the project and is not being diverted? Yes ® No ❑ N/A
6. Is a road across other property required to access the project? ❑ Yes ® No ❑ N/A
7. Is there any existing development or pre-1988 existing BUA located on the y?
(Please document, delineate and identify on the plans.) ® Yesr0C © N. E D
Page 1 of 3• MAY 0 7 2008 D
Revised 10/9/2007
DWO
PROJ#

Project Name MCB Camp Leleune — Recon
Will the high density project collect all of the proposed BUA? ® Yes ❑ No ❑ N/A
(If not, attach a separate explanation sheet)
Will the project involve the subdivision and sale of property? ❑ Yes ® No ❑ N/A
Is the subdivision ❑ residential or ❑ commercial?
How many lots are proposed?
(Deed restrictions are required for all residential, commercial, low density or high density sub-
divisions. Specific language for the various types of subdivisions is available from DENR.)
10. Will the plans show all delineated wetlands? ® Yes ❑ No ❑ N/A
(All projects require either a signed wetlands delineation map or a wetlands report to be
submitted with the application. Only a trained professional may provide information regarding
the presence or absence of wetlands.)
11. Are wet detention ponds or other engineered controls proposed to be located a_diacent
wetlands? ® Yes u No ❑ N/A
(If, yes, a physical means to prevent the dewatering of the wetland must be provided, or the
SHWT must be provided to demonstrate that the permanent pool of the BMP is above the
SHWT and will not dewater the wetlands over time. Where possible, all BMP's and swales
should outlet into back the wetland (with level spreaders).
12. For infiltration projects, a site visit must be completed with the DENR soils scientist to verify the
soil type, water table and infiltration rate provided in the soils report.
What is/was the scheduled site visit date? April 17, 2008
(Include a copy of the consultant's soil report with the application.)
13. Level Spreaders are required at the outlet of all engineered controls and swales prior to entering
surface waters or wetlands. Will the plans reflect level spreaders? ® Yes ❑ No ❑ N/A
(The purpose of the level spreader is to reduce the energy of the incoming runoff and to
promote diffuse sheet flow to prevent erosion and scour into the receiving waters or wetlands.)
14. Is this project A modification to an existing permit
A lot that will be treated in an existing, previously permitted BMP?
What is the name of the existing permitted facility?
What is the permit number of the existing permitted facility? SW8
Is the permitted facility in compliance with its permit? Yes No N/A
Have the deed restrictions been recorded? Yes No N/A
Have the deed restrictions been submitted? Yes No N/A
Has the Designer's Certification been submitted? H Yes NNo N/A
15. Do the plans reflect all information in 15A NCAC 2H.1003 (g)? ® Yes ❑ No ❑ N/A
16. Will all of the design requirements for each proposed BMP be met? ® Yes ❑ No ❑ N/A
(If not, attach a separate explanation sheet. Please note that the Express program is not set up
to handle any type of deviation from the standard design.)
17. For each BMP in all high density projects, and low density curb outlet swale projects, the
individual drainage area for each proposed BMP must be clearly delineated.
18. Any revisions made to the application as a result of this review may cause changes to the other
documentation. Plans, calculations, application, and supplements should be reviewed for any
necessary changes. For example, changing the orifice size will require a modification to the
calculations, the pond details on the plans, and page 1 of the supplement.
19. IS THE PROJECT DESIGNED AND THE APPLICATION READY TO SUBM,3 j'JE &sE❑fNp� E
Revised 10/9/2007
Page 2 of 3 n MAY 0 7 2008 D
PROD # DWQ

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Legend
Site Layout
Existing Roads
— PAVED
UNPAVED
Soil Map Units
7n ON
EarthTech Soils Map
Recon Platoon Interim Facilities
A 1<YCO ImemaOona.1W Cwwv at Courthouse Bay
Camp Lejeune Marine Corps Base
Onslow County, North Carolina
0 150 300 600 Feet
1 inch equals 300 feet
N
I

about:blank
May 14, 2008
Recon Battalion & Counter Battery
Bryan:
The two above -referenced projects have been scheduled for Express Stormwater submittal meetings
with Chris Baker on May 28, 2008 at 10:30 and 11:30 here in the Wilmington Regional Office, 127
Cardinal Drive Extension. I have received confirmation from Camp Lejeune (David Towler) that this
date & time is acceptable to him for a meeting. However, I'm not sure that I've heard from you.
Please confirm or reconfirm that this meeting date and times will work with your schedule.
Thank you so much and I apologize if I'm asking you to confirm twice.
Janet Russell
Express Coordinator
I of 1 5/14/2008 2:00 PM

RE: Express Appointments
Subject: RE: Express Appointments
From: "Dick, Bryan' <[e-mail]>
Date: Wed, 14 May 2008 14:49:32 -0400
To: "Janet Russell" <Janet.Russel [e-mail]>
CC: "Dean, Neil' <[e-mail]>
Those meetings times are fine with me Janet. I have been out of the
office but thought I had sent out a response. The remote email access
does not always work properly.
I will be there at 10:30 hrs on May 28th.
Have a good week and thanks for trying for afternoon slots even thought
we did not get them..
Bryan
Bryan M. Dick, PH
Project Manager
EARTH TECH, INC.
701 Corporate Center Drive, Suite 475
Raleigh, NC 27607-5074 .
Phone: [phone]
864-506-1465 (cell)
Fax: [phone]
-----Original Message -----
From: Janet Russell[mailto:[e-mail])
Sent: Wednesday, May 14, 2008 2:10 PM
To: Dick, Bryan
Subject: Express Appointments
Bryan, I forgot to mention...... it was noted that you prefer afternoon
appointments. The 10:30 & 11:30 appointments were what I was offered.
If those times do not work for you, I will keep trying.
Janet
I of 1 5/14/2008 3:22 PM

RE: Express Stormwater Pennit Review Request - MCB Lejeune an...
Subject: RE: Express Stormwater Permit Review Request - MCB Lejeune and MCB- Recon Sites
From: "Towler CIV David W" <[e-mail]>
Date: Mon, 12 May 2008 08:59:42 -0400
To: "Janet Russell" <Janet.Russel [e-mail]>, "Dick, Bryan" <[e-mail]>,
"Baker CIV Carl IT' <[e-mail]>
All,
The dates and times are acceptable for Camp Lejeune. If anything is changed
or any information is required please let us know. Thanks.
V/r,
David W. Towler, EI
Marine Corps Base, Camp Lejeune
Civil Engineer
Public Works Division, Bldg 1005
Civil Design Branch
Phone: [phone] ext. 254
-----Original Message -----
From: Janet Russell[mailto:[e-mail]]
Sent: Friday, May 09, 2008 17:02
To: Dick, Bryan; Baker CIV Carl H; Towler CIV David W
Subject: Re: Express Stormwater Permit Review Request - MCB Lejeune and MCB-
Recon Sites
Bryan:
We have scheduled the *Recon Battalion* and *Counter Battery* sites for
stormwater submittal meetings with *Chris Baker on May 28, 2008 at 10:30 and
11:30* here in the Wilmington Regional Office, 127
Cardinal Drive Ext. The applicant must attend the meeting. I am
copying Carl Baker & David Towler
on this email.
Please be sure to use the most current stormwater application form,
supplement sheets, operation and maintenance form, and initial checklist
from the BMP website. The link to the BMP is in the attachment, submittal
requirements. _Keep in mind that we require a supplement sheet and 0 & M
for each BMP. The exception to this is level spreaders & swales for
treatment. We only need 1 0 & M for the swales and 1 for the level
spreaders.
Please respond within 2 business days to confirm and reserve the submittal
meeting date and times_. I know that you prefer an afternoon appointment.
If you can work with these times, we would appreciate it. However, if these
won't work, let me know and we'll keep looking for something later in the
day. FYI... we are currently scheduling meetingsl-2 weeks after we receive
the request.
Thanks,
Janet Russell
Express Coordinator
Dick, Bryan wrote:
Thanks for keeping me in mind when you start to schedule for that week.
We have the gis based metadata layer that has the recorded date and
document reference for the official Corps approval for the wetlands
(all within the last 5 years) for the site. This is Lejeune's system
I of 3 5/12/2008 9:02 AM

aboutblank
From: Janet Russell[mailto:[e-mail]]
Sent: Wednesday, May 07, 2008 4:55 PM
To: Dick, Bryan
Subject: Re: Express Stormwater Permit Review Request - MCB Lejeune and
MCB- Recon Sites
Thank you for the Express Requests for the *Recon. Battalion and Counter
Battery Sites*. You have requested to be scheduled the week of May 26
which is farther out than we are scheduling currently. However, I will
try and accommodate you if possible. Question - you make reference to
the Corps approving the wetland delineation but not that you have a
signed copy of the wetland delineation. Please clarify what you have.
The Express Request Wetlands portion has been left blank for both
projects. We do require a Corps of Engineers signed wetland delineation
(less than 5 years old) with the stormwater application packages.
Please note also, the Express Request materials changed back in
February, 08. I am attaching the new Request form and guidance for a
complete stormwater narrative which replaced the questionnaire. In
addition to the Express Request and project stormwater narrative, we
need a vicinity map and a pdf site plan. This was changed in an effort
to make the Wilmington Office and Washington Regional Office consistent
with what was required in the Express program. (Don't worry about
replacing what you just sent in.... just use the new forms for all
future requests... please).
I will contact you within a day or so with a meeting date and time.
Thanks,
Janet Russell
Express Coordinator
Dick, Bryan wrote:
2 of 2 5/9/2008 5:01 PM

Express Stormwater Permit Review Request - MCB Lejeune and M...
Subject: Express Stormwater Permit Review Request - MCB Lejeune and MCB- Recon Sites
From: "Dick, Bryan" <[e-mail]>
Date: Wed, 7 May 2008 01:08:00 -0400
To: 'Janet Russell" <Janet.Russel [e-mail]>
CC: "Towler CIV David W" <[e-mail]>, 'Jenkins, Bill"
<[e-mail]>, "Dean, Neil' <[e-mail]>, 'Burnet, Gil"
<gi [e-mail]>
Mrs. Russel,
I have attached the request form and questionnaire form for 2 Camp Lejeune project sites, Counter Battery and
Recon. Please let me know if we can schedule the meeting for the week of May 26-30. Any day that week will
work for me. This may need to be done in two separate meetings and if so, can we make them on the same
day? That would help me with my travel time. Please let me know if you need any additional information. I am
away from the office for the remainder of the week, but will check email most days and you can contact me on
my cell to finalize a date and time.
I know you usually have concerns of the wetland so I attached the wetland image. Metadata indicating the date
of the Corps approval on the wetlands is included in the stormwater management plan.
Thank you in advance for your help and have a good day!
Bryan
Bryan M. Dick, PH
Project Manager
EARTH TECH, INC.
701 Corporate Center Drive, Suite 475
Raleigh, NC 27607-5074
Phone: [phone]
864-506-1465 (cell)
Fax: [phone]
EXPRESS COVERSH Counter Battery 5-6-08.doc
EXPRESS
Content -Description: COVERSH Counter
Battery 5-6-08.doc
Content -Type: application/msword
Content -Encoding: base64
i
Content -Description:
Express Permit Quest Counter Battery 5-6-08 (2).docj
Content -Type:
Express Permit
Quest Counter
Battery 5-6-08
(2).doc
application/msword
Content -Encoding: base64
1 of 3 5/7/2008 4:28 PM

aboutblank
Bryan:
We have scheduled the Recon Battalion and Counter Battery sites for stormwater submittal
meetings
with Chris Baker on May 28, 2008 at 10:30 and 11:30 here in the Wilmington Regional Office, 127
Cardinal Drive Ext. The applicant must attend the meeting. 1 am copying Carl Baker & David
Towler
on this email.
Please be sure to use the most current stormwater application form, supplement sheets, operation and
maintenance form, and initial checklist from the BMP website. The link to the BMP is in the
attachment, submittal requirements. Keep in mind that we require a supplement sheet and O & M for
each BMP. The exception to this is level spreaders & swales for treatment. We only need 1 O & M
for the swales and 1 for the level spreaders.
Please respond within 2 business days to confirm and reserve the submittal meeting date and times. I
know that you
prefer an afternoon appointment. If you can work with these times, we would appreciate it. However,
if these won't work, let me know and we'll keep looking for something later in the day. FYI... we are
currently scheduling meetings]-2 weeks after we receive the request.
Thanks,
Janet Russell
Express Coordinator
Dick, Bryan wrote:
Thanks for keeping me in mind when you start to schedule for that week.
We have the gis based metadata layer that has the recorded date and
document reference for the official Corps approval for the wetlands (all
within the last 5 years) for the site. This is Lejeune's system for
keeping up with the official approval by the corps (it can be traced
back to the actual signed documents). This metadata sheet is the same
verification that we have used for the recent DWQ permits at Lejeune.
Hope that helps with the wetland question..
Please let me know as soon as you can finalize a date for that week.
For my reference point, how may weeks out are you usually scheduling
express meetings?
Thanks
Bryan
Bryan M. Dick, PH
Project Manager
EARTH TECH, INC.
701 Corporate Center Drive, Suite 475
Raleigh, NC 27607-5074
Phone: [phone]
864-506-1465 (cell)
Fax: [phone]
-----Original Message-----
Iof 2 5/9/2008 5:01 PM

1033541Aecon - Infiltration Basin 1
Dmin a Area (Sf
27172
Step 1: Determine Runoff Volume
Simple Method
a. Rv=.OS +.9(/A)=Rv(post)=.05+.9'.67
Rv (pre) = .05+.9'0
h V=3630xR xR xA
Post V=3630'3.7'0.67'.6273
Pre V=3630'3.7'0.05'.6273
Designed By.
Date:
V (Post) _
V (Pre) =
BMD
5/5/2008
0.92
0.05
7713 cf
419 ct
Min. Treatment Vol ffPost - Pre)-- 7294 ct
Treatment Vol in Ac-in 2.01 ac-in
Step 2: Determine Surface Area- Min.
(K) Infiltration Rate (in/hr) 2.42
(1) Intended Days to Infiltrate(days) 2
a. A - V = A=5232/(2'(6.69'2)) IMin SA of Basin = 753.6 sf
2*(K *T)
Step 3. Determine Dimensions
Basin Volume
Depth to Exist grount to SHWT (tt) 4.42 -Frc
Existing Ground Elevation 11.30
Design Storage Elevation 10.80
Bottom Elevation 9.00
Flow Splifter - Outlet to Basin Elev. 9.70
Max Excavation Depth 2.42
Storage Depth
Surface Area Required (Avg of Top and Bottom SA)
Top Width 0 Storage Elev
Bottom Width
Flow Splitter - Inlet Elevation
Flow Splitter - Inlet Elevation
11.00
Flow Splitter - Bypass Flow Outlet
10.50
Top of Berth Elevation
11.40
1.80
4052
Target Area
4050 sf
Top Length @ Storage
Surface Area Storage =
5250 $f
Bottom Length
Surface Area Bottom =
1Avg
31M of
Surface Area =
4217 at
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
0 from infiltration: '0 is actually the Damian Flow Rate
Q=A (K) Conversion=cfs
ExampleCalculatim of Q: SurfbceArea=3184sf (K)=2.42in/hr
3184 sf-2.42in Ijt Ihr =0. 18efs
hr 12in 3600s
ExampleCalculatim: Q=0.18cfs V=3184cf
V =T :. 3184ft' Is Ihr= 2. lhrs =.049days
Q 1 0.18ft' 3600s-
Volume of Basin De th'SA) = 7591 cf
Area (so (K) in/hr D (infiltration) = 0.18 cfs
3184 2.42
Drawdown Time for Desi n Vol
Volume cf O Hours Da a
7591 0.18 11.8 0.49

Pre -development
Su4 Reach Aon Link

103354 Recon Basin 1- Pre
Prepared by Earth Tech
Subcatchment 1S: Pre -development
Runoff = 0.01 cfs @ 13.33 hrs, Volume= 0.006 af, Depth> 0.11"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (sf) CN Description
27.172 45 Woods. Poor. HSG A
27,172 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftisec) (cfs)
31.0 245 0.0400 0.13 Sheet Flow, sheet flow forest
Woods: Light underbrush n= 0.400 P2= 3.70"
3
LL
Subcatchment 1S: Pre -development
Hydrograph
0
Type-H i4- fir- 1;yr-- ---
Rainfall, 3.70
_Runoff Area=27,172 sf
--Runoff-Volume=0.006 af-
Runoff Depth>0.11;"
Tlow.Eength=245"---- -
Slope=6.0400 T
-Tc=31:0-min-
CN=45 ;
- ----------- ---- -
a 9 10 11 12 13
Time (hours)
Type 11 24-hr 1 yr Rainfall=3.70"
Page 2

1S
Post Develor
Infiltration Basin
Sub4 Reach Aon Llnk

103354 Recon Basin 1- Post Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/5/2008
Pond 2P: Infiltration Basin
Inflow Area = 0.624 ac, Inflow Depth > 3.46" for 1 yr event
Inflow = 3.65 cfs @ 11.93 hrs, Volume= 0.180 of
Outflow = 0.18 cfs @ 11.23 hrs, Volume= 0.180 af, Atten= 95%, Lag= 0.0 min
Discarded = 0.18 cfs @ 11.23 hrs, Volume= 0.180 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 9.77' @ 12.72 hrs Surf.Area= 0 sf Storage= 3,240 cf
Plug -Flow detention time= 131.5 min calculated for 0.180 of (100% of inflow)
Center -of -Mass det. time= 130.6 min ( 876.6 - 746.0 )
Volume Invert Avail.Storage Storage Description
#1 9.00, 7,591 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic -feet)
9.00 0
10.80 7,591
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 0.18 cfs Exfiltration at all elevations
LDiscarded OutFlow Max=0.18 cfs @ 11.23 hrs HW=9.02' (Free Discharge)
1=Exfiltration (Exfiltration Controls 0.18 cfs)

103354 Recon Basin 1- Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/5/2008
N
U
3
0
E
Pond 2P: Infiltration Basin
Hydrograph
----
3.65 cfs
Inf1o*Area=0.624 ac
-Peak Elev=9.-77'--
Storage=3,240 d
i
i
i
i
i
i
---------------------
i
i
i
i
0.18 cfs
i
i
----------------------------
i
i
///&VIOMOM=01%%MOM,
3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
Time (hours)
® Inflow
p Discarded

103354 Recon Basin 1- Post
Prepared by Earth Tech
Hydrograph for Pond 2P: Infiltration Basin
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
9.00
0.00
0.50
0.00
0
9.00
0.00
1.00
0.00
0
9.00
0.00
1.50
0.00
1
9.00
0.00
2.00
0.01
3
9.00
0.01
2.50
0.01
5
9.00
0.01
3.00
0.02
6
9.00
0.01
3.50
0.02
7
9.00
0.02
4.00
0.02
8
9.00
0.02
4.50
0.02
10
9.00
0.02
5.00
0.03
11
9.00
0.03
5.50
0.03
12
9.00
0.03
6.00
0.03
14
9.00
0.03
6.50
0.04
15
9.00
0.04
7.00
0.04
16
9.00
0.04
7.50
0.04
18
9.00
0.04
8.00
0.05
19
9.00
0.04
8.50
0.06
22
9.01
0.05
9.00
0.07
27
9.01
0.06
9.50
0.07
29
9.01
0.07
10.00
0.09
35
9.01
0.08
10.50
0.11
45
9.01
0.11
11.00
0.16
62
9.01
0.15
11.50
0.26
127
9.03
0.18
12.00
1.80
2,802
9.66
0.18
12.50
0.22
3,228
9.77
0.18
13.00
0.15
3,222
9.76
0.18
13.50
0.11
3,128
9.74
0.18
14.00
0.09
2,983
9.71
0.18
14.50
0.08
2,807
9.67
0.18
15.00
0.07
2,617
9.62
0.18
15.50
0.06
2,412
9.57
0.18
16.00
0.05
2,192
9.52
0.18
16.50
0.05
1,962
9.47
0.18
17.00
0.05
1,727
9.41
0.18
17.50
0.04
1,486
9.35
0.18
18.00
0.04
1,240
9.29
0.18
Type 11 24-hr 1 yr Rainfall=3.70"
Page 4
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
18.50
0.04
989
9.23
0.18
19.00
0.04
733
9.17
0.18
19.50
0.03
471
9.11
0.18
20.00
0.03
205
9.05
0.18
20.50
0.03
19
9.00
0.05
21.00
0.03
12
9.00
0.03
21.50
0.03
12
9.00
0.03
22.00
0.03
12
9.00
0.03
22.50
0.03
12
9.00
0.03
23.00
0.03
11
9.00
0.03
23.50
0.03
11
9.00
0.03
24.00
0.03
11
9.00
0.03

103354 Recon Basin 1- Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/5/2008
Elevation Discarded
(feet)
(cfs)
9.00
0.00
9.01
0.18
9.02
0.18
9.03
0.18
9.04
0.18
9.05
0.18
9.06
0.18
9.07
0.18
9.08
0.18
9.09
0.18
9.10
0.18
9.11
0.18
9.12
0.18
9.13
0.18
9.14
0.18
9.15
0.18
9.16
0.18
9.17
0.18
9.18
0.18
9.19
0.18
9.20
0.18
9.21
0.18
9.22
0.18
9.23
0.18
9.24
0.18
9.25
0.18
9.26
0.18
9.27
0.18
9.28
0.18
9.29
0.18
9.30
0.18
9.31
0.18
9.32
0.18
9.33
0.18
9.34
0.18
9.35
0.18
9.36
0.18
Elevation Discarded
(feet)
(cfs)
9.37
0.18
9.38
0.18
9.39
0.18
9.40
0.18
9.41
0.18
9.42
0.18
9.43
0.18
9.44
0.18
9.45
0.18
9.46
0.18
9.47
0.18
9.48
0.18
9.49
0.18
9.50
0.18
9.51
0.18
9.52
0.18
9.53
0.18
9.54
0.18
9.55
0.18
9.56
0.18
9.57
0.18
9.58
0.18
9.59
0.18
9.60
0.18
9.61
0.18
9.62
0.18
9.63
0.18
9.64
0.18
9.65
0.18
9.66
0.18
9.67
0.18
9.68
0.18
9.69
0.18
9.70
0.18
9.71
0.18
9.72
0.18
9.73
0.18
Stage -Discharge for Pond 2P: Infiltration Basin
Elevation Discarded
(feet)
(cfs)
9.74
0.18
9.75
0.18
9.76
0.18
9.77
0.18
9.78
0.18
9.79
0.18
9.80
0.18
9.81
0.18
9.82
0.18
9.83
0.18
9.84
0.18
9.85
0.18
9.86
0.18
9.87
0.18
9.88
0.18
9.89
0.18
9.90
0.18
9.91
0.18
9.92
0.18
9.93
0.18
9.94
0.18
9.95
0.18
9.96
0.18
9.97
0.18
9.98
0.18
9.99
0.18
10.00
0.18
10.01
0.18
10.02
0.18
10.03
0.18
10.04
0.18
10.05
0.18
10.06
0.18
10.07
0.18
10.08
0.18
10.09
0.18
10.10
0.18
Elevation Discarded
(feet)
(cfs)
10.11
0.18
10.12
0.18
10.13
0.18
10.14
0.18
10.15
0.18
10.16
0.18
10.17
0.18
10.18
0.18
10.19
0.18
10.20
0.18
10.21
0.18
10.22
0.18
10.23
0.18
10.24
0.18
10.25
0.18
10.26
0.18
10.27
0.18
10.28
0.18
10.29
0.18
10.30
0.18
10.31
0.18
10.32
0.18
10.33
0.18
10.34
0.18
10.35
0.18
10.36
0.18
10.37
0.18
10.38
0.18
10.39
0.18
10.40
0.18
10.41
0.18
10.42
0.18
10.43
0.18
10.44
0.18
10.45
0.18
10.46
0.18
10.47
0.18
Elevation Discarded
(feet)
(cfs)
10.48
0.18
10.49
0.18
10.50
0.18
10.51
0.18
10.52
0.18
10.53
0.18
10.54
0.18
10.55
0.18
10.56
0.18
10.57
0.18
10.58
0.18
10.59
0.18
10.60
0.18
10.61
0.18
10.62
0.18
10.63
0.18
10.64
0.18
10.65
0.18
10.66
0.18
10.67
0.18
10.68
0.18
10.69
0.18
10.70
0.18
10.71
0.18
10.72
0.18
10.73
0.18
10.74
0.18
10.75
0.18
10.76
0.18
10.77
0.18
10.78
0.18
10.79
0.18
10.80
0.18

103354 Recon - Infiltration Basin 2
Drain a Area (Sf)
27410
Imp Area (sf)
26090
(A) Drainage Area (Ac)
0.629247
(Iq) Imp Fraction
0.95
(Ro)Rainfall Depth Per State SW P(in)
3.7
Step 1: Determine Runoff Volume
Simple Method
6 V=3630xR„xRvxA
Post
Pre
= Rv (post) _ .05+.9'.67
Rv (pre) = .05+.9.0
V =3630 ' 3.7' 0.67 ' .627 3
V=3630 ' 3.7'0.05 '.6273
Designed By: BMD
Date: 4/2/2008
0.91
0.05
V (Post) = 7663 cf
V (Pre) = 423 cf.
Min. Treatment Vol Post - Pre )= 7240 cf
Treatment Vol in Ac-in 1.99 ac-in
Step 2: Determine Surface Area- Min.
K) Infiltration Rate (in/hr) 1 2.81
(T) Intended Days to Infiltrate(days) 2
a. A - V = A=5232/(2'(6.69.2)) IMin SA of Basin = 644.1 sf
2*(K *T)
Step 3. Determine Dimensions
Basin Volume
Depth to Exist grount to SHWT (ft)
4.00
Existing Ground Elevation
10.10
Bypass Weir Elevation
9.30
Design Storage Elevation
9.30
Flow Splitter- Inlet Elevation
9.60
Bottom Elevation
8.10
Flow Splitter - Bypass Flow Outlet
9.10
Flow Splitter- Outlet to Basin Elev.
8.60
Top of Berm Elevation
10.00
Max Excavation Depth
2.00
Storage Depth 1.20
Surface Area Required (Avg of Top and Bottom SA) 6033
Target Area 6035 sf
Top Width 0 Storage Elev Top Length ® Storage Surface Area Storage = 7304 at
Bottom Width Bottom Length Surface Area Bottom = 5128 sf
lAvg Surface Area = 6216 sf
Volume of Basin De th'SA = 7459 cf
4. Calculation of Volumetric Flow Rate of Infiltration and Drawdown
0 from infiltration: '0 is actually the Damian Flaw Rate
Q=A (K) Conversion=(f
Example Calculation of Q: Surface Area=4556.sf (K)=3.94 inl hr
3.94 in Ifi Ihr
4.556.c(�-=(7.42yfe
hr 12in 3600s
Drawdown Time for Treatment Volume
Example Calculation: Q=0.42cfs V=3458cf
V _T . 3458ft' Is Ihr =2 Mrs=.089days
Q I 0.42ft3 3600s
Area (sf) (K) in/hr 10 (infiltration )= 0.33 cfs
5128 2.81
Drawdown Time for Desi n Vol
Volume cl O Hours Days
7459 1 6.2 1 0.26

1S
Post-developme
Infiltration Basin
Subcat Reach Aon Link

103354 Recon Basin 2- Post Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD@ 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/5/2008
Pond 2P: Infiltration Basin
Inflow Area = 0.629 ac, Inflow Depth > 3.13" for 1 yr event
Inflow = 3.52 cfs @ 11.93 hrs, Volume= 0.164 of
Outflow = 0.33 cfs @ 11.60 hrs, Volume= 0.164 af, Atten= 91 %, Lag= 0.0 min
Discarded = 0.33 cfs @ 11.60 hrs, Volume= 0.164 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 8.51' @ 12.29 hrs Surf.Area= 0 sf Storage= 2,525 cf
Plug -Flow detention time= 49.1 min calculated for 0.164 of (100% of inflow)
Center -of -Mass det. time= 48.6 min ( 818.4 - 769.8 )
Volume Invert Avail.Storage Storage Description
#1 8.10' 7,459 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic -feet)
8.10 0
9.30 7,459
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 0.33 cfs Exfiltration at all elevations
MDiscarded OutFlow Max=0.33 cfs @ 11.60 hrs HW=8.11' (Free Discharge)
1=Exfiltration (Exfiltration Controls 0.33 cfs)

103354 Recon Basin 2- Post Type 1124-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCAD® 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/5/2008
Pond 2P: Infiltration Basin
Hydrograph
;
® Inflow
3.52 cfs ❑ Discarded
3-
2-
0
LL
;
1-
i
0.33 cfs
0 1 2 3 4 5 6 7 8 9
Inf1ow:Area=0.629 ac
Peak- Elev=8:51'
Storage=2,525 cf
i
i
i
i
11 12 13 14
Time (hours)
21 22 23 24

103354 Recon Basin 2- Post Type /I 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/5/2008
Hydrograph for Pond 2P: Infiltration Basin
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
8.10
0.00
0.50
0.00
0
8.10
0.00
1.00
0.00
0
8.10
0.00
1.50
0.00
0
8.10
0.00
2.00
0.00
0
8.10
0.00
2.50
0.00
0
8.10
0.00
3.00
0.00
0
8.10
0.00
3.50
0.00
1
8.10
0.00
4.00
0.01
2
8.10
0.01
4.50
0.01
2
8.10
0.01
5.00
0.01
3
8.10
0.01
5.50
0.02
4
8.10
0.02
6.00
0.02
4
8.10
0.02
6.50
0.02
5
8.10
0.02
7.00
0.03
6
8.10
0.03
7.50
0.03
6
8.10
0.03
8.00
0.03
7
8.10
0.03
8.50
0.04
9
8.10
0.04
9.00
0.05
11
8.10
0.05
9.50
0.06
12
8.10
0.05
10.00
0.07
15
8.10
0.07
10.50
0.10
21
8.10
0.09
11.00
0.14
30
8.10
0.13
11.50
0.24
50
8.11
0.22
12.00
1.86
2,319
8.47
0.33
12.50
0.22
2,483
8.50
0.33
13.00
0.14
2,204
8.45
0.33
13.50
0.11
1,837
8.40
0.33
14.00
0.09
1,420
8.33
0.33
14.50
0.08
973
8.26
0.33
15.00
0.07
511
8.18
0.33
15.50
0.06
46
8.11
0.20
16.00
0.05
12
8.10
0.05
16.50
0.05
11
8.10
0.05
17.00
0.05
11
8.10
0.05
17.50
0.04
10
8.10
0.04
18.00
0.04
10
8.10
0.04
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
18.50
0.04
9
8.10
0.04
19.00
0.04
8
8.10
0.04
19.50
0.03
8
8.10
0.03
20.00
0.03
7
8.10
0.03
20.50
0.03
7
8.10
0.03
21.00
0.03
7
8.10
0.03
21.50
0.03
6
8.10
0.03
22.00
0.03
6
8.10
0.03
22.50
0.03
6
8.10
0.03
23.00
0.03
6
8.10
0.03
23.50
0.03
6
8.10
0.03
24.00
0.03
6
8.10
0.03

103354 Recon Basin 2- Post Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/5/2008
Elevation
Storage
(feet)
(cubic -feet)
8.10
0
8.11
62
8.12
124
8.13
186
8.14
249
8.15
311
8.16
373
8.17
435
8.18
497
8.19
559
8.20
622
8.21
684
8.22
746
8.23
808
8.24
870
8.25
932
8.26
995
8.27
1,057
8.28
1,119
8.29
1,181
8.30
1,243
8.31
1,305
8.32
1,367
8.33
1,430
8.34
1,492
8.35
1,554
8.36
1,616
8.37
1,678
8.38
1,740
8.39
1,803
8.40
1,865
8.41
1,927
8.42
1,989
8.43
2,051
8.44
2,113
8.45
2,176
8.46
2,238
Stage -Area -Storage for Pond 2P: Infiltration Basin
Elevation
Storage
(feet)
(cubic -feet)
8.47
2,300
8.48
2,362
8.49
2,424
8.50
2,486
8.51
2,548
8.52
2,611
8.53
2,673
8.54
2,735
8.55
2,797
8.56
2,859
8.57
2,921
8.58
2,984
8.59
3,046
8.60
3,108
8.61
3,170
8.62
3,232
8.63
3,294
8.64
3,357
8.65
3,419
8.66
3,481
8.67
3,543
8.68
3,605
8.69
3,667
8.70
3,729
8.71
3,792
8.72
3,854
8.73
3,916
8.74
3,978
8.75
4,040
8.76
4,102
8.77
4,165
8.78
4,227
8.79
4,289
8.80
4,351
8.81
4,413
8.82
4,475
8.83
4,538
Elevation
Storage
(feet)
(cubic -feet)
8.84
4,600
8.85
4,662
8.86
4,724
8.87
4,786
8.88
4,848
8.89
4,911
8.90
4,973
8.91
5,035
8.92
5,097
8.93
5,159
8.94
5,221
8.95
5,283
8.96
5,346
8.97
5,408
8.98
5,470
8.99
5,532
9.00
5,594
9.01
5,656
9.02
5,719
9.03
5,781
9.04
5,843
9.05
5,905
9.06
5,967
9.07
6,029
9.08
6,092
9.09
6,154
9.10
6,216
9.11
6,278
9.12
6,340
9.13
6,402
9.14
6,464
9.15
6,527
9.16
6,589
9.17
6,651
9.18
6,713
9.19
6,775
9.20
6,837
Elevation
Storage
(feet)
(cubic -feet)
9.21
6,900
9.22
6,962
9.23
7,024
9.24
7,086
9.25
7,148
9.26
7,210
9.27
7,273
9.28
7,335
9.29
7,397
9.30
7,459

103354 Recon - Infiltration Basin 3
Drain a Area (Sf)
27740
Imp Area (at)
25646
(A) Drainage Area (Ac)
0.636823
(Is) Imp Fraction
0.92
(Ru)Rainfall Depth Per State SW P(in)
3.7
Step 1: Determine Runoff Volume
Simple Method
Rv=.05+.9(/A)
V=3630xR xR xA
Post
Pre
= Rv (post) = .05+.9'.67
Rv (pre)=.05+.9'0
V=3630'3.7'0.67 '.6273
V=3630'3.7'0.05 '.6273
Designed By: BMD
Date: 402008
0.88
0.05
V (Post) = 7544 cf
V (Pre) = 428 cf
Min. Treatment Vol Post- Pre )=
7117 cf
Treatment Vol in Ac-in
1.96 ac-in
Step 2: Determine Surface Area- Min.
(K) Infiltration Rate in/hr
O.6
T Intended Days to Infiltrate (clays)
2
a.
V
= A=5232/(2'(6.69'2)) lMin SA of Basin =
2965.3 sf
A -
2*(K *T)
Step 3. Determine Dimensions
Basin Volume
Depth to Exist grount to SHWT (h) 4.00
Existing Ground Elevation
10.10
Design Storage Elevation
9.30
Bottom Elevation
8.10
Flow Splitter - Outlet to Basin Elev.
8.60
Max Excavation Depth
2.00
Storage Depth
Surface Area Required (Avg of Top and
Bottom SA)
Top Width 0 Storage Elev
Bottom Width
Flow Splitter- Inlet Elevation
Flow Splitter- Bypass Flow Outlet
1.20
5931
Target Area
5930 at
Top Length @ Storage Surface Area Storage =
7384 at
Bottom Length Surface Area Bottom =
1Avg
4856 at
Surface Area =
6120 at
Volume of Basin De th'SA =
7344 of
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
0 from infiltration: '0 is actually the Damian Flow Rate
Q=A (K). Conversion=cfs
Example Calculation of Q: Surface Area=4556 sf (K)=3.94 in/hr
3.94in I ft Ihr
4556 sf �- =0.42 cfs
hr 12in 3600s
Drawdown Time for Treatment Volume
Example Calculaticxi : Q = 0.42cfs V = 345W
V =T 3458ft' Is Ihr =2 Ihrs=.089days
Q 1 0.42fr 3600s
Area (s0 (K) inthr 0 (infiltration) = 0.07 cfs
4856 0.6
Drawdown Time for Desi n Vol
Volume c 0 Roura Days
7344 0.07 30.2 1 1.26

III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
Plans (1 ° - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW), and
- Boundaries of drainage easement.
2. Plan details (1"= 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build -out.
3. Section view of the level spreader (1"= 20' or larger) showing:
- Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
- Downslope filter fabric.
4. A date -stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1

Pre -development
9 Reach Aon Llnk

103354 Recon Basin 3- Pre Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/5/2008
Subcatchment 1S: Pre -development
Runoff = 0.01 cfs @ 13.33 hrs, Volume= 0.006 af, Depth> 0.11"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (sf) CN Description
27.740 45 Woods. Poor. HSG A
27,740 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.0 245 0.0400 0.13 Sheet Flow, sheet flow forest
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 1S: Pre -development
Hydrograph
I I
0.01 cfs
0009
Type 24-Fir 1jyr
0 009i
'
-II -^--_-,--;
0.009'
I ,
Rainfall 3:70"
o.0oe
I I I
0.007-�
;
-Runoff Area=27;740 sf-
0.007--
-- -- - - - -' -- - -I -
000ii-
;
-Runoff-Volume=0.006 af-
fL 0006
'
(Depth>0.1V'
_ 00.0s-
Runoff
oo�_
Length=245'-;
Flow ---
0004-.
;
-Slope=0:0400-�p---j----�-
0.003-.
0003'
i
I I I
lc=31:0-min -
0.002;
-I - l - T - f
0002-
,
_CN=45 ,-----------� ---- -
0.001-
I I
0001-
11 12 13
Time (hours(
I , i i i � 0 Runoff
I
__
'----
r�
I I I
I ±
_T - I -, _T -r
I I
(III I I

1s
Post-developme
2P
Infiltratin Basin 3
Subcat Reach Aon Link

103354 Recon Basin 3- Post
Prepared by Earth Tech
Pond 2P: Infiltratin Basin 3
Inflow Area = 0.637 ac, Inflow Depth = 3.03" for 1 yr event
Inflow = 3.54 cfs @ 11.93 hrs, Volume= 0.161 of
Outflow = 0.07 cfs @ 10.35 hrs, Volume= 0.161 af, Atten= 98%, Lag= 0.0 min
Discarded = 0.07 cfs @ 10.35 hrs, Volume= 0.161 of
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 8.76' @ 14.98 hrs Surf.Area= 0 sf Storage= 4,019 cf
Plug -Flow detention time= 535.5 min calculated for 0.161 of (100% of inflow)
Center -of -Mass det. time= 535.6 min ( 1,311.2 - 775.7 )
Volume Invert Avail.Storage Storage Description
#1 8.10' 7,344 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic -feet)
8.10 0
9.30 7,344
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 0.07 cfs Exfiltration at all elevations
Qiscarded OutFlow Max=0.07 cfs @ 10.35 hrs HW=8.11' (Free Discharge)
1=Exfiltration (Exfiltration Controls 0.07 cfs)
Type 1124-hr 1 yr Rainfall=3.70"
Page 2

103354 Recon Basin 3- Post Type /I 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/5/2008
Pond 2P: Infiltratin Basin 3
Hydrograph
3.54 cfs
;
Inflow Area=0.637 ac
Peak Elev=8.76'
3-
Storage=4,019 cf
w
-------------' --------------------
U i i
2
O ' i
LL
0.07 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
® Inflow
❑ Discarded

103354 Recon Basin 3- Post Type 1124-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/5/2008
Hydrograph for Pond 2P: Infiltratin Basin 3
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
8.10
0.00
2.00
0.00
0
8.10
0.00
4.00
0.00
3
8.10
0.00
6.00
0.02
15
8.10
0.01
8.00
0.03
28
8.10
0.03
10.00
0.07
61
8.11
0.06
12.00
1.65
3,061
8.60
0.07
14.00
0.09
3,991
8.75
0.07
16.00
0.05
3,989
8.75
0.07
18.00
0.04
3,828
8.73
0.07
20.00
0.03
3,583
8.69
0.07
22.00
0.03
3,288
8.64
0.07
24.00
0.03
2,977
8.59
0.07
26.00
0.00
2,476
8.50
0.07
28.00
0.00
1,972
8.42
0.07
30.00
0.00
1,468
8.34
0.07
32.00
0.00
964
8.26
0.07
34.00
0.00
460
8.18
0.07
36.00
0.00
15
8.10
0.01
38.00
0.00
0
8.10
0.00
40.00
0.00
0
8.10
0.00
42.00
0.00
0
8.10
0.00
44.00
0.00
0
8.10
0.00
46.00
0.00
0
8.10
0.00
48.00
0.00
0
8.10
0.00
50.00
0.00
0
8.10
0.00
52.00
0.00
0
8.10
0.00
54.00
0.00
0
8.10
0.00
56.00
0.00
0
8.10
0.00
58.00
0.00
0
8.10
0.00
60.00
0.00
0
8.10
0.00
62.00
0.00
0
8.10
0.00
64.00
0.00
0
8.10
0.00
66.00
0.00
0
8.10
0.00
68.00
0.00
0
8.10
0.00
70.00
0.00
0
8.10
0.00
72.00
0.00
0
8.10
0.00
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
74.00
0.00
0
8.10
0.00
76.00
0.00
0
8.10
0.00
78.00
0.00
0
8.10
0.00
80.00
0.00
0
8.10
0.00
82.00
0.00
0
8.10
0.00
84.00
0.00
0
8.10
0.00
86.00
0.00
0
8.10
0.00
88.00
0.00
0
8.10
0.00
90.00
0.00
0
8.10
0.00
92.00
0.00
0
8.10
0.00
94.00
0.00
0
8.10
0.00
96.00
0.00
0
8.10
0.00

103354 Recon Basin 3- Post Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/5/2008
Elevation
Storage
(feet)
(cubic -feet)
8.10
0
8.11
61
8.12
122
8.13
184
8.14
245
8.15
306
8.16
367
8.17
428
8.18
490
8.19
551
8.20
612
8.21
673
8.22
734
8.23
796
8.24
857
8.25
918
8.26
979
8.27
1,040
8.28
1,102
8.29
1,163
8.30
1,224
8.31
1,285
8.32
1,346
8.33
1,408
8.34
1,469
8.35
1,530
8.36
1,591
8.37
1,652
8.38
1,714
8.39
1,775
8.40
1,836
8.41
1,897
8.42
1,958
8.43
2,020
8.44
2,081
8.45
2,142
8.46
2,203
Stage -Area -Storage for Pond 2P: Infiltratin Basin 3
Elevation
Storage
(feet)
(cubic -feet)
8.47
2,264
8.48
2,326
8.49
2,387
8.50
2,448
8.51
2,509
8.52
2,570
8.53
2,632
8.54
2,693
8.55
2,754
8.56
2,815
8.57
2,876
8.58
2,938
8.59
2,999
8.60
3,060
8.61
3,121
8.62
3,182
8.63
3,244
8.64
3,305
8.65
3,366
8.66
3,427
8.67
3,488
8.68
3,550
8.69
3,611
8.70
3,672
8.71
3,733
8.72
3,794
8.73
3,856
8.74
3,917
8.75
3,978
8.76
4,039
8.77
4,100
8.78
4,162
8.79
4,223
8.80
4,284
8.81
4,345
8.82
4,406
8.83
4,468
Elevation
Storage
(feet)
(cubic -feet)
8.84
4,529
8.85
4,590
8.86
4,651
8.87
4,712
8.88
4,774
8.89
4,835
8.90
4,896
8.91
4,957
8.92
5,018
8.93
5,080
8.94
5,141
8.95
5,202
8.96
5,263
8.97
5,324
8.98
5,386
8.99
5,447
9.00
5,508
9.01
5,569
9.02
5,630
9.03
5,692
9.04
5,753
9.05
5,814
9.06
5,875
9.07
5,936
9.08
5,998
9.09
6,059
9.10
6,120
9.11
6,181
9.12
6,242
9.13
6,304
9.14
6,365
9.15
6,426
9.16
6,487
9.17
6,548
9.18
6,610
9.19
6,671
9.20
6,732
Elevation
Storage
(feet)
(cubic -feet)
9.21
6,793
9.22
6,854
9.23
6,916
9.24
6,977
9.25
7,038
9.26
7,099
9.27
7,160
9.28
7,222
9.29
7,283
9.30
7,344

103354 Recon - Infiltration Basin 4
Drain a Area (St)
26900
Imp Area (sf)
25580
(A) Drainage Area (Ac)
0.617539
(Iq) Imp Fraction
0.95
(RD)Raintall Depth Per State SWP(in)
3.7
Step 1: Determine Runoff Volume
Simple Method
a.
h V = 3630x RDxRv x A
Post
Pre
= Rv (post) = .05..9'.67
Rv (pre) _ .05+.9'0
V =3630 ' 3.7' 0.67 ' .62 73
V=3630 ' 3.7'0.05 '.6273
Designed By: BMD
Date: 4/2/2008
0.91
0.05
V (Post) = 7513 cf
V (Pre) = 415 cf
Min. Treatment Vol(Post- Pre)= 7098 of
Treatment Vol in Ac-in 1.96 ac-in
Step 2: Determine Surface Area- Min.
(K) Infiltration Rate (in/hr) 2.73
(T) Intended Da to Infiltrate (da ) 1 2
a. A - V = A=5232/(2'(6.69'2)) IMin SA of Basin = 650.0 sf
2*(K *T)
Step 3. Determine Dimensions
Depth to Exist grount to SHWT (h)
4.00
Existing Ground Elevation
9.20
Bypass Weir Elevation
9.00
Design Storage Elevation
9.00
Flow Splitter - Inlet Elevation
9A0
Bottom Elevation
7.60
Flow Splitter - Bypass Flow Outle
8.60
Flow Splitter - Outlet to Basin Elev.
8.50
Top of Boom Elevation
9.80
Max Excavation Depth
2.00
Storage Depth
1.40
Surface Area Required (Avg of Top and Bottom SA)
5070
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
D from infiltration: '0 is actually the Darcian Flow Rate
Q=A (K) Conversion =cfc
E.carnple Calculation of Q: Surface Area=4556sf (K)=3.94 in Ihr
3.94in Ift Ihr
4556sf -=0.42 cfs
hr 12 in 3600s
Drawdown Time for Treatment Volume
EutnlpleCaladation: Q=0.42cfs V=3458cf
V _T . 3458fY Is Ihr=21hrs=.089days
Q 1 0.42 fY 3600s
Target Area
5070 sf
Surface Area Storage =
5929 sf
Surface Area Bottom =
4588 sf
Avg Surface Area =
5259 sf
Volume of Basin De th'SA) =
7362 of
Area (sf) (K) in/hr D (infiltration) = 0.29 cfs
4588 2.73
Drawdown Time for Design Vol
Volume cf 0 Hours Days
7362 0.2 1 7.1 1 0.29

Pre -development
Subcat Reach Aon LIniC

103354 Recon Basin 4- Pre Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD@ 8.00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 5/14/2008
Subcatchment 1S: Pre -development
Runoff = 0.01 cfs @ 13.04 hrs, Volume= 0.006 af, Depth> 0.11"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (sf) CN Description
26,900 45 Woods Poor, HSG A
26,900 Pervious Area
Tc Length Slope
min) (feet) (ft/ft)
19.4 255 0.1400
N
3
0
E
0.22
0.01
I
Capacity Description
Sheet Flow, sheet flow forest
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 1S: Pre -development
Hydrograph
0.01 cfs
Type II 24-hr 1 yr
-Rainfall,=3.70
Runoff Area=26,900 sf
Runoff Volume=0.006_af-
Runoff bepth>0.11"
Flow Length=255'
Slope=0.1400 T
Tc=19.4 min
CN=45
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)

1S
Post-developm
2P
Infiltration Basin 4
Subcat Reach Aon Llnk

103354 Recon Basin 4- Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/14/2008
Pond 2P: Infiltration Basin 4
Inflow Area = 0.618 ac, Inflow Depth = 3.47" for 1 yr event
Inflow = 0.85 cfs @ 12.86 hrs, Volume= 0.178 of
Outflow = 0.29 cfs @ 12.22 hrs, Volume= 0.178 af, Atten= 66%, Lag= 0.0 min
Discarded = 0.29 cfs @ 12.22 hrs, Volume= 0.178 of
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 7.99' @ 13.97 hrs Surf.Area= 0 sf Storage= 2,050 cf
Plug -Flow detention time= 48.2 min calculated for 0.178 of (100% of inflow)
Center -of -Mass det. time= 48.2 min ( 866.6 - 818.4 )
Volume Invert Avail Storage Storage Description
#1 7.60' 7,362 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic -feet)
7.60 0
9.00 7,362
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 0.29 cfs Exfiltration at all elevations
Discarded OutFlow Max=0.29 cfs @ 12.22 hrs HW=7.61' (Free Discharge)
t1=Exfiltration (Exfiltration Controls 0.29 cfs)

103354 Recon Basin 4- Post Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/14/2008
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
Pond 2P: Infiltration Basin 4
Hydrograph
0.85 cfs
-Inflow Area 0:'618 ac-
Peak Elev=7.99'
Stora' e, -2 050
0.29 cfs
----- - - - - -- --
0 5 1015 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Lflowiscarded

103354 Recon Basin 4- Post Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCAD®8 00 s/n 003562 © 2006 HVdroCAD Software Solutions LLC 5/14/2008
Hydrograph for Pond 2P: Infiltration Basin 4
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
7.60
0.00
2.00
0.00
0
7.60
0.00
4.00
0.01
3
7.60
0.01
6.00
0.03
6
7.60
0.03
8.00
0.04
9
7.60
0.04
10.00
0.06
15
7.60
0.06
12.00
0.19
43
7.61
0.17
14.00
0.28
2,050
7.99
0.29
16.00
0.08
973
7.78
0.29
18.00
0.05
13
7.60
0.05
20.00
0.04
9
7.60
0.04
22.00
0.03
7
7.60
0.03
24.00
0.03
7
7.60
0.03
26.00
0.00
1
7.60
0.00
28.00
0.00
0
7.60
0.00
30.00
0.00
0
7.60
0.00
32.00
0.00
0
7.60
0.00
34.00
0.00
0
7.60
0.00
36.00
0.00
0
7.60
0.00
38.00
0.00
0
7.60
0.00
40.00
0.00
0
7.60
0.00
42.00
0.00
0
7.60
0.00
44.00
0.00
0
7.60
0.00
46.00
0.00
0
7.60
0.00
48.00
0.00
0
7.60
0.00
50.00
0.00
0
7.60
0.00
52.00
0.00
0
7.60
0.00
54.00
0.00
0
7.60
0.00
56.00
0.00
0
7.60
0.00
58.00
0.00
0
7.60
0.00
60.00
0.00
0
7.60
0.00
62.00
0.00
0
7.60
0.00
64.00
0.00
0
7.60
0.00
66.00
0.00
0
7.60
0.00
68.00
0.00
0
7.60
0.00
70.00
0.00
0
7.60
0.00
72.00
0.00
0
7.60
0.00
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
74.00
0.00
0
7.60
0.00
76.00
0.00
0
7.60
0.00
78.00
0.00
0
7.60
0.00
80.00
0.00
0
7.60
0.00
82.00
0.00
0
7.60
0.00
84.00
0.00
0
7.60
0.00
86.00
0.00
0
7.60
0.00
88.00
0.00
0
7.60
0.00
90.00
0.00
0
7.60
0.00
92.00
0.00
0
7.60
0.00
94.00
0.00
0
7.60
0.00
96.00
0.00
0
7.60
0.00

103354 Recon Basin 4- Post Type 1124-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCAD®8 00 s/n 003562 © 2006 HvdroCAD Software Solutions LLC 5/14/2008
Elevation
Storage
(feet)
(cubic -feet)
7.60
0
7.61
53
7.62
105
7.63
158
7.64
210
7.65
263
7.66
316
7.67
368
7.68
421
7.69
473
7.70
526
7.71
578
7.72
631
7.73
684
7.74
736
7.75
789
7.76
841
7.77
894
7.78
947
7.79
999
7.80
1,052
7.81
1,104
7.82
1,157
7.83
1,209
7.84
1,262
7.85
1,315
7.86
1,367
7.87
1,420
7.88
1,472
7.89
1,525
7.90
1,578
7.91
1,630
7.92
1,683
7.93
1,735
7.94
1,788
7.95
1,840
7.96
1,893
Stage -Area -Storage for Pond 2P: infiltration Basin 4
Elevation
Storage
(feet)
(cubic -feet)
7.97
1,946
7.98
1,998
7.99
2,051
8.00
2,103
8.01
2,156
8.02
2,209
8.03
2,261
8.04
2,314
8.05
2,366
8.06
2,419
8.07
2,472
8.08
2,524
8.09
2,577
8.10
2,629
8.11
2,682
8.12
2,734
8.13
2,787
8.14
2,840
8.15
2,892
8.16
2,945
8.17
2,997
8.18
3,050
8.19
3,103
8.20
3,155
8.21
3,208
8.22
3,260
8.23
3,313
8.24
3,365
8.25
3,418
8.26
3,471
8.27
3,523
8.28
3,576
8.29
3,628
8.30
3,681
8.31
3,734
8.32
3,786
8.33
3,839
Elevation
Storage
(feet)
(cubic -feet)
8.34
3,891
8.35
3,944
8.36
3,997
8.37
4,049
8.38
4,102
8.39
4,154
8.40
4,207
8.41
4,259
8.42
4,312
8.43
4,365
8.44
4,417
8.45
4,470
8.46
4,522
8.47
4,575
8.48
4,628
8.49
4,680
8.50
4,733
8.51
4,785
8.52
4,838
8.53
4,890
8.54
4,943
8.55
4,996
8.56
5,048
8.57
5,101
8.58
5,153
8.59
5,206
8.60
5,259
8.61
5,311
8.62
5,364
8.63
5,416
8.64
5,469
8.65
5,522
8.66
5,574
8.67
5,627
8.68
5,679
8.69
5,732
8.70
5,784
Elevation
Storage
(feet)
(cubic -feet)
8.71
5,837
8.72
5,890
8.73
5,942
8.74
5,995
8.75
6,047
8.76
6,100
8.77
6,153
8.78
6,205
8.79
6,258
8.80
6,310
8.81
6,363
8.82
6,415
8.83
6,468
8.84
6,521
8.85
6,573
8.86
6,626
8.87
6,678
8.88
6,731
8.89
6,784
8.90
6,836
8.91
6,889
8.92
6,941
8.93
6,994
8.94
7,046
8.95
7,099
8.96
7,152
8.97
7,204
8.98
7,257
8.99
7,309
9.00
7,362

103354 Recon - Infiltration Basin 5
Drain eArea(SI)
28095
Imp Area (st
26490
(A) Drainage Area (Act
0.644972
(Ip) Imp Fraction
0.94
(Ro)Rainfall Depth Per State SW P(in)
3.7
Step 1: Determine Runoff Volume
Simple Method
Rv = .05 +.9(1,l )
V=3630xRoxRvxA
Post
Pre
= Rv (post) _ .05+.9'.67
Rv (pre)=.05+.9*0
V=3630 '3.7'0.67 '.6273
V=3630 ' 3.7' 0.05 '.6273
Designed By: BMD
Date: 4/2/2008
0.90
0.05
V (Post) = 7784 of
V (Pre) = 433 of
Min. Treatment Vol Post - Pre)= 7351 of
Treatment Vol in Ac-in 2.0 ac-in
Step 2: Determine Surface Area- Min.
K Infiltration Rate (in/hr 0.68
(1) Intended Days to Infiltrate (days) it 2
a. A _ V = A=5232/(2'(6.69'2)) Min SA of Basin = 2702.6 sf
Step 3. Determine Dimensions
Storage Elevation 9.20 Flow Splitter- Inlet Elevation
Elevation 7.60 Flow Schiller - Bypass Flow Outle
Storage Depth
Surface Area Required (Avg of Top and Bottom SA)
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
0 from infiltration: '0 is actually the Darcian Flow Rate
Q=A (K) Conversion=cfs
F_rample Calodarion of Q: Surface Area=4556sf (K)=3.94inIhr
3.94in I fr I hr
4556sf �=0.42 cfs
hr 12in 3600s
Drawdown Time for Treatment Volume
Example Calculation: Q=0.42cfs V=3458cf
V = T . 3458fr Is Ihr = 2 1hr5 =.089dncs
Q 1 0.42ff' 3600s
1.60
4594
Target Area 4595 st
Surface Area Storage = 5336 sf
Surface Area Bottom = 3979 sl
AvgSurface Area = 4658 sf
Volume of Basin (Depth'SA) = 7452 of
Area (sf) (K) in/hr 0 (infiltration) = 0.06 cfs
3979 0.68
Drawdown Time for Design Vol
Volume cf 0 Hours Days
7452 0.06 1 33.0 1 1.38

Basin 5
Pre -development
9 Reach zf�� Link

103354 Recon Basin 5- Pre Type 1124-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/15/2008
Subcatchment 1S: Basin 5 Pre -development
Runoff = 0.01 cfs @ 13.41 hrs, Volume= 0.006 af, Depth> 0.11"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (so CN Description
28,095 45 Woods Poor, HSG A
28,095 Pervious Area
Tc Length Slope
min) (feet) (ft/ft
32.7 252 0.0371
Capacity Description
0.13 Sheet Flow, sheet flow forest
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 1S: Basin 5 Pre -development
Hydrograph
0.01 . ' — I OI S
Type II 24-hr 1 yr/
u.009-
Rainfall=3.70" ------
0.008=
Runoff Area=28,095 sf
0.007:
Runoff Volume=0.006 af_
0.006=
Runoff Depth>0.11"
3 0.005:
-
Flow Lerigth=252'
'
Slope=6.0371 T
LL 0.004:
Tc=32.7, min - - - - -
0.003-
CN=45I
0.002
0.001=
---------- ❑Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)

103354 Recon Basin 5- Pre Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/15/2008
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.50
0.02
0.00
0.00
1.00
0.04
0.00
0.00
1.50
0.06
0.00
0.00
2.00
0.08
0.00
0.00
2.50
0.10
0.00
0.00
3.00
0.13
0.00
0.00
3.50
0.15
0.00
0.00
4.00
0.18
0.00
0.00
4.50
0.20
0.00
0.00
5.00
0.23
0.00
0.00
5.50
0.26
0.00
0.00
6.00
0.30
0.00
0.00
6.50
0.33
0.00
0.00
7.00
0.37
0.00
0.00
7.50
0.40
0.00
0.00
8.00
0.44
0.00
0.00
8.50
0.49
0.00
0.00
9.00
0.54
0.00
0.00
9.50
0.60
0.00
0.00
10.00
0.67
0.00
0.00
10.50
0.75
0.00
0.00
11.00
0.87
0.00
0.00
11.50
1.05
0.00
0.00
12.00
2.45
0.00
0.00
12.50
2.72
0.01
0.00
13.00
2.86
0.01
0.01
13.50
2.96
0.02
0.01
14.00
3.03
0.03
0.01
14.50
3.10
0.03
0.01
15.00
3.16
0.04
0.01
15.50
3.21
0.05
0.01
16.00
3.26
0.05
0.01
16.50
3.30
0.06
0.01
17.00
3.34
0.06
0.01
17.50
3.37
0.07
0.01
18.00
3.41
0.07
0.01
Hydrograph for Subcatchment 1S: Basin 5 Pre -development
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
18.50
3.44
0.07
0.01
19.00
3.47
0.08
0.01
19.50
3.50
0.08
0.01
20.00
3.52
0.09
0.01
20.50
3.55
0.09
0.00
21.00
3.57
0.09
0.00
21.50
3.59
0.10
0.00
22.00
3.61
0.10
0.00
22.50
3.64
0.11
0.00
23.00
3.66
0.11
0.00
23.50
3.68
0.11
0.00
24.00
3.70
0.12
0.00

Post
Inifiltratin Basin 5
9 Reach on Link

103354 Recon Basin 5- Post Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
H droCADO 8.00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 5/15/2008
Pond 2P: Inifiltratin Basin 5
Inflow Area = 0.645 ac, Inflow Depth = 3.47" for 1 yr event
Inflow = 3.65 cfs @ 11.94 hrs, Volume= 0.186 of
Outflow = 0.18 cfs @ 11.22 hrs, Volume= 0.186 af, Atten= 95%, Lag= 0.0 min
Discarded = 0.18 cfs @ 11.22 hrs, Volume= 0.186 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 8.33' @ 12.78 hrs Surf.Area= 0 sf Storage= 3,382 cf
Plug -Flow detention time= 138.3 min calculated for 0.186 of (100% of inflow)
Center -of -Mass det. time= 138.3 min ( 885.5 - 747.3 )
Volume Invert Avail Storage Storage Description
#1 7.60' 7,452 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic -feet)
7.60 0
9.20 7,452
_Device Routing Invert Outlet Devices
#1 Discarded 0.00' 0.18 cfs Exfiltration at all elevations
Discarded OutFlow Max=0.18 cfs @ 11.22 hrs HW=7.62' (Free Discharge)
1=Exfiltration (Exfiltration Controls 0.18 cfs)

103354 Recon Basin 5- Post Type 1124-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/15/2008
M
KI
Pond 2P: Inifiltratin Basin 5
Hydrograph
3.65 cfs--
Inflow Are6=0.:645 ac
Peak Elev=8.33'
N
3
2-
_o
LL
1-
x
-1 1 0.18 cf
Storage=3,,382 cf
;
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hours)
® Inflow
❑p Discarded

103354 Recon Basin 5- Post
Prepared by Earth Tech
HvdroCADO 8.00 s/n 003562 ©2006
Hydrograph for Pond 2P: Inifiltratin Basin 5
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
7.60
0.00
2.00
0.01
3
7.60
0.01
4.00
0.02
9
7.60
0.02
6.00
0.03
14
7.60
0.03
8.00
0.05
19
7.60
0.05
10.00
0.09
35
7.61
0.08
12.00
2.39
2,773
8.20
0.18
14.00
0.09
3,149
8.28
0.18
16.00
0.06
2,378
8.11
0.18
18.00
0.04
1,439
7.91
0.18
20.00
0.03
413
7.69
0.18
22.00
0.03
12
7.60
0.03
24.00
0.03
11
7.60
0.03
26.00
0.00
0
7.60
0.00
28.00
0.00
0
7.60
0.00
30.00
0.00
0
7.60
0.00
32.00
0.00
0
7.60
0.00
34.00
0.00
0
7.60
0.00
36.00
0.00
0
7.60
0.00
38.00
0.00
0
7.60
0.00
40.00
0.00
0
7.60
0.00
42.00
0.00
0
7.60
0.00
44.00
0.00
0
7.60
0.00
46.00
0.00
0
7.60
0.00
48.00
0.00
0
7.60
0.00
50.00
0.00
0
7.60
0.00
52.00
0.00
0
7.60
0.00
54.00
0.00
0
7.60
0.00
56.00
0.00
0
7.60
0.00
58.00
0.00
0
7.60
0.00
60.00
0.00
0
7.60
0.00
62.00
0.00
0
7.60
0.00
64.00
0.00
0
7.60
0.00
66.00
0.00
0
7.60
0.00
68.00
0.00
0
7.60
0.00
70.00
0.00
0
7.60
0.00
72.00
0.00
0
7.60
0.00
Type 11 24-hr 1 yr Rainfall=3.70"
Page 4

103354 Recon Basin
Prepared by Earth Tech
HvdmCAD® 8.00 s/n 003562
Elevation
Storage
(feet)
(cubic -feet)
7.60
0
7.61
47
7.62
93
7.63
140
7.64
186
7.65
233
7.66
279
7.67
326
7.68
373
7.69
419
7.70
466
7.71
512
7.72
559
7.73
605
7.74
652
7.75
699
7.76
745
7.77
792
7.78
838
7.79
885
7.80
932
7.81
978
7.82
1,025
7.83
1,071
7.84
1,118
7.85
1,164
7.86
1,211
7.87
1,258
7.88
1,304
7.89
1,351
7.90
1,397
7.91
1,444
7.92
1,490
7.93
1,537
7.94
1,584
7.95
1,630
7.96
1,677
5- Post
1o3041I0I1
Stage -Area -Storage for Pond 2P: Inifiltratin Basin 5
Elevation
Storage
(feet)
(cubic -feet)
7.97
1,723
7.98
1,770
7.99
1,816
8.00
1,863
8.01
1,910
8.02
1,956
8.03
2,003
8.04
2,049
8.05
2,096
8.06
2,142
8.07
2,189
8.08
2,236
8.09
2,282
8.10
2,329
8.11
2,375
8.12
2,422
8.13
2,468
8.14
2,515
8.15
2,562
8.16
2,608
8.17
2,655
8.18
2,701
8.19
2,748
8.20
2,795
8.21
2,841
8.22
2,888
8.23
2,934
8.24
2,981
8.25
3,027
8.26
3,074
8.27
3,121
8.28
3,167
8.29
3,214
8.30
3,260
8.31
3,307
8.32
3,353
8.33
3,400
Elevation
Storage
(feet)
(cubic -feet)
8.34
3,447
8.35
3,493
8.36
3,540
8.37
3,586
8.38
3,633
8.39
3,679
8.40
3,726
8.41
3,773
8.42
3,819
8.43
3,866
8.44
3,912
8.45
3,959
8.46
4,005
8.47
4,052
8.48
4,099
8.49
4,145
8.50
4,192
8.51
4,238
8.52
4,285
8.53
4,331
8.54
4,378
8.55
4,425
8.56
4,471
8.57
4,518
8.58
4,564
8.59
4,611
8.60
4,658
8.61
4,704
8.62
4,751
8.63
4,797
8.64
4,844
8.65
4,890
8.66
4,937
8.67
4,984
8.68
5,030
8.69
5,077
8.70
5,123
Type 11 24-hr 1 yr Rainfall=3.70"
Page 5
Elevation
Storage
(feet)
(cubic -feet)
8.71
5,170
8.72
5,216
8.73
5,263
8.74
5,310
8.75
5,356
8.76
5,403
8.77
5,449
8.78
5,496
8.79
5,542
8.80
5,589
8.81 '
5,636
8.82
5,682
8.83
5,729
8.84
5,775
8.85
5,822
8.86
5,868
8.87
5,915
8.88
5,962
8.89
6,008
8.90
6,055
8.91
6,101
8.92
6,148
8.93
6,194
8.94
6,241
8.95
6,288
8.96
6,334
8.97
6,381
8.98
6,427
8.99
6,474
9.00
6,520
9.01
6,567
9.02
6,614
9.03
6,660
9.04
6,707
9.05
6,753
9.06
6,800
9.07
6,847
Elevation
Storage
(feet)
(cubic -feet)
9.08
6,893
9.09
6,940
9.10
6,986
9.11
7,033
9.12
7,079
9.13
7,126
9.14
7,173
9.15
7,219
9.16
7,266
9.17
7,312
9.18
7,359
9.19
7,405
9.20
7,452

103354 Recon - Infiltration Basin 6
Drain a Area (Sf)
37745
Imp Area (sf)
22035
(A) Drainage Area (Ac)
0.866506
(IA) Imp Fraction
0.56
(Ro)Rainfall Depth Per State SW P(in)
3.7
Designed By: BMD
Date: 4/2/2008
Step 1: Determine Runoff Volume
Simple Method
a' RV = +.9(iA
= Rv (post)=.05+.9*Z7
0.58
.05
Rv (pre) = .05r.9'0
0.05
V=3630xRDxR xA
6
Post
V=3630'3.7'0.67'.6273
V (Post) =
6697 cf
Pre
V=3630'3.7'0.05'.6273
V (Pre) =
582 cf
Min. Treatment Vol Post - Pre)=
6115 cf
Treatment Vol in Ac-in
1.7 ac-in
Step 2: Determine Surface Area- Min.
(K) Infiltration Rate (in/hr)
2.02
(T) Intended Days to Infiltrate (days)
2
a.
A - V
2*(K*T)
= A=5232/(2'(6.69'2))
IMin SA of Basin =
756.8 at
Step 3. Determine Dimensions
Storage Elevation 9.00 Flow Splitter - Inlet Elevation
Elevation 8.00 Flow Splinter- Bypass Flow Outle
Storage Depth 1.00
Surface Area Required (Avg of Top and Bottom SA) 6115
Target Area 6115 sf
Storage: L = 101 W = 68 Surface Area Storage = 6868 at
Bottom: L= 95 W = 62 Surface Area Bottom = 5890 sf
lava Surface Area = 6379 at
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
D from infiltration: '0 is actually the Darcian Flow Rate
Q=A (K) Conversion=cfs
Esarnple Calculation of Q: Surface Area=4556sf (K)=3.94inI hr
3.94 in l ft I hr
4556 s(=0.42(fs
Irr 12in 3600s
Drawdown Time for Treatment Volume
EeampleCalctdatial: Q=0.42cfs V=3458cf
V =T 3458ft' Is Ihr=21hrs=.089dacs
Q I 0.42ft' 3600s
Volume of Basin (Depth'SA) = 6379 of
Area (sf) (K) iafhr D (infiltration) = 0.28 cfs
5890 2.02
Drawdown Time for Design Vol
Volume cf) I Hours I Dave
6379 0.28 6.4 0.27

Pre -development
Sub4 Reach Aon Link

103354 Recon Basin 6- Pre
Prepared by Earth Tech
HvdroCADO 8.00 s/n 003562 @ 2006
Subcatchment 1S: Pre -development
Runoff = 0.01 cfs @ 13.89 hrs, Volume= 0.008 af, Depth> 0.11"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (sf) CN Description
37,745 45 Woods, Poor HSG A
37,745 Pervious Area
Tc Length Slope Velocity
min) (feet) (ft/ft) (ft/sec)
54.1 365 0.0221 0.11
N
3
0
LL
0.012
0.012
0.011
0.01
Description
Sheet Flow, sheet flow forest
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 1S: Pre -development
Hydrograph
0.01 CfS
I look
Type II 24-hr 1 yr
Rainfall=3.70"
Runoff Area=37,745 sf _
Runoff Volume=0.008-af
Runoff bepth>0.11" - - -.
Flow Length=365------
Slope=0.0221 T
Tc=54.1; min
CN=45
0.001=�,I --
Type 11 24-hr f yr Rainfall=3.70"
Page 2
❑Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)

Post
Infiltration Basin 6
Sub4 Reach Aon Link

103354 Recon Basin 6- Post Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCADO 8.00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 5/15/2008
Pond 2P: Infiltration Basin 6
Inflow Area = 0.867 ac, Inflow Depth > 1.51" for 1 yr event
Inflow = 2.23 cfs @ 11.99 hrs, Volume= 0.109 of
Outflow = 0.28 cfs @ 11.76 hrs, Volume= 0.109 af, Atten= 87%, Lag= 0.0 min
Discarded = 0.28 cfs @ 11.76 hrs, Volume= 0.109 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 8.25' @ 12.39 hrs Surf.Area= 0 sf Storage= 1,567 cf
Plug -Flow detention time= 39.3 min calculated for 0.109 of (100% of inflow)
Center -of -Mass det. time= 38.5 min ( 882.5 - 844.0 )
Volume Invert Avail.Storage Storage Description
#1 8.00' 6,379 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic -feet)
8.00 0
9.00 6,379
Device Routina Invert Outlet Devices
#1 Discarded 0.00' 0.28 cfs Exfiltration at all elevations
Discarded OutFlow Max=0.28 cfs @ 11.76 hrs HW=8.01' (Free Discharge)
1=Exfiltration (Exfiltration Controls 0.28 cfs)

103354 Recon Basin 6- Post Type 1124-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/15/2008
4T
t�
3
O
M
Pond 2P: Infiltration Basin 6
Inflow O.
Peak: EI0=8.25'
•
IV
I�
o
o�
a
O/////////
////
1 2 4• 112 14 16 18 20
Time (hours)
® Inflow
p Discarded

103354 Recon Basin 6- Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCAD® 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/15/2008
Hydrograph for Pond 2P: Infiltration Basin 6
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
8.00
0.00
0.50
0.00
0
8.00
0.00
1.00
0.00
0
8.00
0.00
1.50
0.00
0
8.00
0.00
2.00
0.00
0
8.00
0.00
2.50
0.00
0
8.00
0.00
3.00
0.00
0
8.00
0.00
3.50
0.00
0
8.00
0.00
4.00
0.00
0
8.00
0.00
4.50
0.00
0
8.00
0.00
5.00
0.00
0
8.00
0.00
5.50
0.00
0
8.00
0.00
6.00
0.00
0
8.00
0.00
6.50
0.00
0
8.00
0.00
7.00
0.00
0
8.00
0.00
7.50
0.00
0
8.00
0.00
8.00
0.00
0
8.00
0.00
8.50
0.00
0
8.00
0.00
9.00
0.00
0
8.00
0.00
9.50
0.00
0
8.00
0.00
10.00
0.00
0
8.00
0.00
10.50
0.01
2
8.00
0.01
11.00
0.03
5
8.00
0.02
11.50
0.07
14
8.00
0.06
12.00
2.22
913
8.14
0.28
12.50
0.23
1,556
8.24
0.28
13.00
0.14
1,361
8.21
0.28
13.50
0.11
1,078
8.17
0.28
14.00
0.09
747
8.12
0.28
14.50
0.08
386
8.06
0.28
15.00
0.07
32
8.01
0.14
15.50
0.06
14
8.00
0.06
16.00
0.05
12
8.00
0.05
16.50
0.05
12
8.00
0.05
17.00
0.05
11
8.00
0.05
17.50
0.04
10
8.00
0.05
18.00
0.04
10
8.00
0.04
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
18.50
0.04
9
8.00
0.04
19.00
0.04
8
8.00
0.04
19.50
0.03
8
8.00
0.03
20.00
0.03
7
8.00
0.03
20.50
0.03
7
8.00
0.03
21.00
0.03
7
8.00
0.03
21.50
0.03
7
8.00
0.03
22.00
0.03
7
8.00
0.03
22.50
0.03
6
8.00
0.03
23.00
0.03
6
8.00
0.03
23.50
0.03
6
8.00
0.03
24.00
0.03
6
8.00
0.03

103354 Recon Basin 6- Post Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/15/2008
Elevation
Storage
(feet)
(cubic -feet)
8.00
0
8.01
64
8.02
128
8.03
191
8.04
255
8.05
319
8.06
383
8.07
447
8.08
510
8.09
574
8.10
638
8.11
702
8.12
765
8.13
829
8.14
893
8.15
957
8.16
1,021
8.17
1,084
8.18
1,148
8.19
1,212
8.20
1,276
8.21
1,340
8.22
1,403
8.23
1,467
8.24
1,531
8.25
1,595
8.26
1,659
8.27
1,722
8.28
1,786
8.29
1,850
8.30
1,914
8.31
1,977
8.32
2,041
8.33
2,105
8.34
2,169
8.35
2,233
8.36
2,296
Stage -Area -Storage for Pond 2P: Infiltration Basin 6
Elevation
Storage
(feet)
(cubic -feet)
8.37
2,360
8.38
2,424
8.39
2,488
8.40
2,552
8.41
2,615
8.42
2,679
8.43
2,743
8.44
2,807
8.45
2,871
8.46
2,934
8.47
2,998
8.48
3,062
8.49
3,126
8.50
3,190
8.51
3,253
8.52
3,317
8.53
3,381
8.54
3,445
8.55
3,508
8.56
3,572
8.57
3,636
8.58
3,700
8.59
3,764
8.60
3,827
8.61
3,891
8.62
3,955
8.63
4,019
8.64
4.083
8.65
4,146
8.66
4,210
8.67
4,274
8.68
4,338
8.69
4,402
8.70
4,465
8.71
4,529
8.72
4,593
8.73
4,657
Elevation
Storage
(feet)
(cubic -feet)
8.74
4,720
8.75
4,784
8.76
4,848
8.77
4,912
8.78
4,976
8.79
5,039
8.80
5,103
8.81
5,167
8.82
5,231
8.83
5,295
8.84
5,358
8.85
5,422
8.86
5,486
8.87
5,550
8.88
5,614
8.89
5,677
8.90
5,741
8.91
5,805
8.92
5,869
8.93
5,932
8.94
5,996
8.95
6,060
8.96
6,124
8.97
6,188
8.98
6,251
8.99
6,315
9.00
6,379

103354 Recon - Infiltration Basin 7
Drain a Area (St)
28768
Imp Area (sf)
19161
(A) Dmina a Area (Ac)
0.660422
(Iq) Imp Fraction
0.67
(Ro)Raintall Depth Per State SWP(m)
3.7
Step 1: Determine Runoff Volume
Simple Method
a. Rv=.OS +.9(IA)=Rv(post)=.o5..9'.67
Rv (pre) = .05+.9'0
b V= 3630x Rt, x R x A
Post V=3630'3.7'0.67'.6273
Pre V=3630'3.7'0.05'.6273
Designed By: BMD
Date: 5/512008
0.65
0.05
V (Post) = 5761 cf
V (Pre) = 444 cf
Min. Treatment Vol (Post - Pre)= 5317 cf
Treatment Vol in Ac-in 1.46 ac-in
Step 2: Determine Surface Area- Min.
(K) Infiltration Rate (in/hr) 1.11
(T) Intended Days to Infiltrate (days) 2
a. A - V = A=5232/(2'(6.69'2)) IMin SA of Basin = 1197.6 sf
Step 3. Determine Dimensions
2.50 -From DWQ Soil Scientist Site Visit and Soils
Storage Elevation 11.20 Flow Splicer- Inlet Elevation
Elevation 9.20 Flow Splitter- Bypass Flow Outle
Storage Depth
Surface Area Required (Avg of Top and Bottom SA)
Top Width @ Storage Elev
Bottom Width
Top Length @ Storag
Bottom Length
ET2
2.00
2659
Target Area 2660 st
Surface Area Storage = 3974 at
Surface Area Bottom = 1959 sf
Avg Surface Area = 2967 sf
Volume of Basin (De th'SA) = 5933 of
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
0 from infiltration: '0 is actually the Darcian Flow Rate Area (sf) (K) in/hr 0 (infiltration) = 0.05 cfs
Q=A (K) Conversion=cfs 1959 1.11
ExampleCa leulatim of Q:Sit rfaccA rea=3184sf (K)=2.42ia1hr
2.42in I ft I hr
3184sf 0.18cfs
hr I2in 3600s
Drawdown Time for Treatment Volume Drawdown Time for Design Vol
Example Calculation: Q=0.18cfs V=3184cf
V 3184ff' Is Ihr
—=T :.—=2.Ihrs=.049daYs
Q 1 0.18ft' 3600s
Volume cf)Q Hours Days
5933 0.05 32.7 1.36

Pre -development
9 Reach Aon Llnk

103354 Recon Basin 7- Pre
Prepared by Earth Tech
Subcatchment 1S: Pre -development
Runoff = 0.01 cfs @ 13.92 hrs, Volume= 0.006 af, Depth> 0.11"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (sf) CN Description
28,768 45 Woods, Poor, HSG A
28,768 Pervious Area
Tc Length Slope Velocity Capacity Description
:..\ /f--4\ IHIN\ /H/-....\ Info\
56.7 145 0.0031 0.04 Sheet Flow, sheet flow forest
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 1S: Pre -development
Hydrograph
0.01-
'
0.01 Cfs
0.009=
'
Type II 24-hr 1 yr
0.008=
'
Rainfall=3.70"
Runoff Area=28,768 sf
0.007=
Runoff Volume=0.006 af_
0.006=
"
Runoff bepth>0.11"
0.005=
Flow Length=148'
0 0.004:
"
Slope=tl.0031 '/' 1
0.003=
'
Tc=56.7, min
CN=45
0.002.
0.001=
'
I-
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
Type /124-hr 1 yr Rainfall=3.70"
Page 2
❑ Runoff

1S
Post-develol
Infiltration Basin 7
9 Reach Aon Link

103354 Recon Basin 7- Post Type 1124-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD@ 8.00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 5/16/2008
Pond 2P: Infiltration Basin 7
Inflow Area = 0.660 ac, Inflow Depth = 1.80" for 1 yr event
Inflow = 2.37 cfs @ 11.94 hrs, Volume= 0.099 of
Outflow = 0.05 cfs @ 11.39 hrs, Volume= 0.099 af, Atten= 98%, Lag= 0.0 min
Discarded = 0.05 cfs @ 11.39 hrs, Volume= 0.099 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 10.04' @ 15.57 hrs Surf.Area= 0 sf Storage= 2,505 cf
Plug -Flow detention time= 529.1 min calculated for 0.099 of (100% of inflow)
Center -of -Mass det. time= 529.1 min ( 1,358.6 - 829.5 )
Volume Invert Avail Storage Storage Description
#1 9.20' 5,933 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic -feet)
9.20 0
11.20 5,933
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 0.05 cfs Exfiltration at all elevations
Discarded OutFlow Max=0.05 cfs @ 11.39 hrs HW=9.22' (Free Discharge)
t1=Exfiltration (Exfiltration Controls 0.05 cfs)

103354 Recon Basin 7- Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/16/2008
Pond 2P: Infiltration Basin 7
Hydrograph
2.37 cfs
I
Inflow Area=O :660 ac
I
Peak Ellev=10.04'
I I
2- ' Storage=2,505 cf
I
� I
N II
I
I I I
I I
3 I
C
I I
I I
I
0.05 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hours)
® Inflow
❑S Discarded

103354 Recon Basin 7- Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 5/16/2008
Hydrograph for Pond 2P: Infiltration Basin 7
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
9.20
0.00
2.00
0.00
0
9.20
0.00
4.00
0.00
0
9.20
0.00
6.00
0.00
0
9.20
0.00
8.00
0.00
0
9.20
0.00
10.00
0.01
9
9.20
0.01
12.00
1.45
1,644
9.75
0.05
14.00
0.07
2,450
10.03
0.05
16.00
0.04
2,501
10.04
0.05
18.00
0.04
2,426
10.02
0.05
20.00
0.03
2,285
9.97
0.05
22.00
0.02
2,102
9.91
0.05
24.00
0.02
1,907
9.84
0.05
26.00
0.00
1,550
9.72
0.05
28.00
0.00
1,190
9.60
0.05
30.00
0.00
830
9.48
0.05
32.00
0.00
470
9.36
0.05
34.00
0.00
110
9.24
0.05
36.00
0.00
0
9.20
0.00
38.00
0.00
0
9.20
0.00
40.00
0.00
0
9.20
0.00
42.00
0.00
0
9.20
0.00
44.00
0.00
0
9.20
0.00
46.00
0.00
0
9.20
0.00
48.00
0.00
0
9.20
0.00
50.00
0.00
0
9.20
0.00
52.00
0.00
0
9.20
0.00
54.00
0.00
0
9.20
0.00
56.00
0.00
0
9.20
0.00
58.00
0.00
0
9.20
0.00
60.00
0.00
0
9.20
0.00
62.00
0.00
0
9.20
0.00
64.00
0.00
0
9.20
0.00
66.00
0.00
0
9.20
0.00
68.00
0.00
0
9.20
0.00
70.00
0.00
0
9.20
0.00
72.00
0.00
0
9.20
0.00

103354 Recon Basin 7- Post Type 1124-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCADO 8.00 s/n 003562 O 2006 HydroCAD Software Solutions LLC 5/16/2008
Elevation
Storage
(feet)
(cubic -feet)
9.20
0
9.22
59
9.24
119
9.26
178
9.28
237
9.30
297
9.32
356
9.34
415
9.36
475
9.38
534
9.40
593
9.42
653
9.44
712
9.46
771
9.48
831
9.50
890
9.52
949
9.54
1,009
9.56
1,068
9.58
1,127
9.60
1,187
9.62
1,246
9.64
1,305
9.66
1,365
9.68
1,424
9.70
1,483
9.72
1,543
9.74
1,602
9.76
1,661
9.78
1,721
9.80
1,780
9.82
1,839
9.84
1,899
9.86
1,958
9.88
2,017
9.90
2,077
9.92
2,136
Stage -Area -Storage for Pond 2P: Infiltration Basin 7
Elevation
Storage
(feet)
(cubic -feet)
9.94
2,195
9.96
2,255
9.98
2,314
10.00
2,373
10.02
2,433
10.04
2,492
10.06
2,551
10.08
2,611
10.10
2,670
10.12
2,729
10.14
2,789
10.16
2,848
10.18
2,907
10.20
2,967
10.22
3,026
10.24
3,085
10.26
3,144
10.28
3,204
10.30
3,263
10.32
3,322
10.34
3,382
10.36
3,441
10.38
3,500
10.40
3,560
10.42
3,619
10.44
3,678
10.46
3,738
10.48
3,797
10.50
3,856
10.52
3,916
10.54
3,975
10.56
4,034
10.58
4,094
10.60
4,153
10.62
4,212
10.64
4,272
10.66
4,331
Elevation
Storage
(feet)
(cubic -feet)
10.68
4,390
10.70
4,450
10.72
4,509
10.74
4,568
10.76
4,628
10.78
4,687
10.80
4,746
10.82
4,806
10.84
4,865
10.86
4,924
10.88
4,984
10.90
5,043
10.92
5,102
10.94
5,162
10.96
5,221
10.98
5,280
11.00
5,340
11.02
5,399
11.04
5,458
11.06
5,518
11.08
5,577
11.10
5,636
11.12
5,696
11.14
5,755
11.16
5,814
11.18
5,874
11.20
5,933

Cross Reference Table - Basin Name to Soils Report Label
Desi n Basin Name #
1
2
3
4
5
6
7
Soils Report Test Number
3
7
2
8
1
4
6

The
Catena
Group
SOILS REPORT FOR
STORM WATER BASINS
Second Reconnaissance Battalion
Camp Lejeune, NC
Prepared For:
EarthTcch
701 Corporate Center Drive
Suite 475
Raleigh, NC 27607
Prepared By:
The Catena Group
Hillsborough, North Carolina
April 3, 2008
/ Gary S. Kreiser
410-B Millstone Drive
Hillsborough, NC 27278
[phone]

INTRODUCTION
The Marine Corps Base at Camp Lejeune plans an expansion of The Second Reconnaissance
Battalion (2nd Recon Bit). 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 at the site. In the area around the 2"d Recon Bn, there are six
mapping units. Figure I presents the mapped soil series and the general location of the proposed
infiltration basins where the borings and infiltration tests were performed. Table l presents the
soil series, map unit symbol and taxonomic class.
Table I Soil Series, Map Unit Symbol, and Taxonomic Class
Map Unit Symbol
Soil Series/Map Unit
Taxonomic Class
Name
BaB,
Baymeade
Loamy, siliceous, semiactive, thermic
Arenic Hapludults
Bo
Bohicket
Fine, mixed, superactive, nonacid,
thermic Typic Sulfaquents
Mk
Muckalee
Coarse -loamy, siliceous, superactive,
nonacid, thermic Typic Fluvaquents
Pt
Pits
N/A
Ur
Urban Land
N/A
WaB
Wando
Thermic, coated Typic
Quartzipsamments
The field investigation was performed on March 5, 11, and 27, 2008. Eight (8) soil borings were
made with a hand -mined 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 (Ks,T) of the soil. The Ks,T 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 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 KsnT 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 (NRCS) 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 I
Baymeade
Basin 2
Baymeade
Basin 3
Baymeade
Basin 4
Wando
Basin 5
Wando
Basin 6
Urban Land*
Basin 7
Baymeade
Basin 8
Baymeade
*48 inches of fill, no determination of soil 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 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 SH WT
Boring #
SH WT Determination (inches
below Surface)
Basin 1
32
Basing
48
Basin3
>53
Basin4
36
Basin5
42
Basin
>48
Basin7
48
Basin8
>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 Ks,,
(in/hr)
Geometric
Mean in/hr
Basin 1
I
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
1.20
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
1
11.8
4.27
4.04
2
11.8
4.05
3
11.0
3.80
Basin 5
8.00
3.99
2
11.00
Basin 6
l
11.4
5.01
2.22
2
11.0
0.98
Basin 7
I
12.6
4.51
5.61
2
12.2
4.99
3
12.2
7.86
Basin 8
1
12.6
5.21
5.46
2
11.8
4.26
3
1 LS
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 cor ect 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 1
1.37
_
0.5
0.68
Basin
1.20
05
0.60
Basin 3
4.84
OS
2.42
Basin 4
Basin 5
4.04
3.99
01
0.5
2.02
2.00
Basin 6
1.11
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
inchcshour 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.
CONCLUSION'S
The findings presented herein represent TC"G'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.

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