SW8100502_HISTORICAL FILE_20100927

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 \ O015-o2
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
®' HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2o� o 092'1
YYYYMMDD

Beverly Eaves Perdue
Governor
September 27, 2010
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Coleen H. Sullins
Director
Commanding Officer
c/o Carl Baker, P.E., Public Works Officer
Camp Lejeune MCB
Building 1005 Michael Road
Camp Lejeurl NC 28547
Subject: Stormwater Permit No. SW8 100502
P-1357 Child Development Center Courthouse Bay
High Density Commercial Bioretention and Infiltration Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit Application for
P-1357 Child Development Center Courthouse Bay on September 22, 2010. Staff review of the plans
and specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Session Law 2008-211 and Title 15A NCAC 21-1.1000. We are forwarding Permit
No. SW8 100502 dated September 27, 2010, for the construction of the subject project.
This permit shall be effective from the date of issuance until September 27, 2020, and shall be subject to
the conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance requirements in this permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing 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 Linda
Lewis, or me at [phone].
Sincerely,
Georgette D. Scott
Stormwater Supervisor
Division of Water Quality
GDS/ art: S:\WQS\STORMWATER\PERMIT\100502.sep10
cc: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] Customer service: 1-877-623-6748
Internet: www.ncwaterquality.org
An Equal Opportunity \ Affirmative Action Employer
One
NortbCarolina
Naturally

State Stormwater Management Systems
Permit No. SW8 100502
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
Camp Lejeune Marine Corps Base
P-1357 Child Development Center Courthouse Bay
Intersection of Highway 172 and Marines Road, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of three (3) bioretention basins, two (2)
infiltration basins, permeable pavement, a level spreader and vegetated filter strip
system in compliance with the provisions of Session Law 2008-211 and 15A NCAC 2H
.1000 (hereafter jointly and severally referred to as the "stormwaterrules') 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 September 27, 2020, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
This stormwater system has been approved for the management of stormwater
runoff as described in Sections 1.6 and 1.7 of this permit. The bioretention cells in
DA-1, DV and DA-3 gave been designed to handle the runoff from 22,934 ft ,
20,671 ft , and 1,770 ft , of built -upon area respectively. The infiltration Pasins in
DA-4 anq DA-5 have been designed to handle the runoff from 60,621 ft , and
42,000 ft of built -upon area, respectively. Infiltration Basin DA-4 is designed to
handle the 10 year storm without discharging, per Section 16.3.9 of the
07/23/2009 BMP Manual, therefore a vegetated filter is not required for that
basin. A level spreader and vegetated filter are required for the infiltration basin
in DA-5.
The drainage area limits for each BMP shall not exceed what is shown on the
approved drainage area plan and listed in Sections 1.6 and 1.7 of this permit.
Each BMP shall treat no more than that amount of built -upon area indicated in
Sections 1.2, 1.6 and 1.7 of this permit, and per the application documents and the
approved plans. The runoff from all permitted built -upon area within each BMP
drainage area shall be directed to the appropriate BMP.
Page 2 of 8

State Stormwater Management Systems
Permit No.
SW8 100502
4.
The project shall provide a 50' wide vegetated buffer adjacent surface waters,
measured horizontally from and perpendicular to the normal pool of impounded
structures, the top of bank of both sides of streams and rivers, and
the mean
high water line of tidal waters.
5.
The bioretention cells in DA-1, DA-2 and DA-3 do not provide sufficient
volume
to completely handle the 3.67" design storm, therefore, they all overflow into the
infiltration basin in DA-4, which has been designed to accommodate the runoff
from DA's 1-4, inclusive, less the total volume stored in the bioretention basins.
6.
The following design criteria have been met and provided in the 3 bioretention
cells and must be maintained at design condition at all times:
DA-1 DA-2
DA-3
a. Drainage Area, Acres: 0.97 0.81
0.29
Onsite, ft : 42,163 35,408
12,640
Offsite, ft2: 0 0
0
b. Total Impervious Surfaces, ft2: 22,934 20,671
1,770
Onsite, ft : 22,934 20,671
1,770
Offsite, ft2: 0 0
0
C. Design Storm, inches: 3.67 3.67
3.67
d. Max. Ponded Depth, feet: 0.875 0.875
0.875
e. TSS removal efficiency: 85% 85%
85%
f. Seasonal High Water Table, fmsl: 29.0 29.0
29.0
g. Media Depth, feet: 3.0 3.0
2.0
h. Basin Dimensions, feet: 104x32 113x32
39x23
i. Bottom Elevation, fmsl: 36.4 36.4
36.7
j. Bottom Surface Area, ft2: 205 205
50
k. Permitted Storage Volume, ft3: 2,753 2,968
579
I. Temporary Storage Elevation, fmsl.' 37.4 37.4
37.7
M. Drawdown Time, hours: 24 24
24
n. Type of cell: Trees/Shrubs
Grass
o. Is an Underdrain provided? No No
No
P. Total number of plants provided: 89 93
n/a
7.
The following design criteria have been permitted for the 2 infiltration
basins and
must be provided and maintained at design condition:
DA-4
DA-5
a. Drainage Area, acres: 4.38
2. 7
Onsite, ft : 190,990
94,584
Offsite, ft2: 0
0
b. Total Impervious Surfaces, W. 60,621
42,000
Onsite, ft : 60,621
42,000
Offsite, ft2: 0
0
C. Design Storm, inches: 3.67
3.67
d. Basin Depth, feet: 2.4
1.05
e. Bottom Elevation, FMSl2: 29.0
34.5
f. Bottom Surface Area, ft : 7,620
4,550
g. Bypass Weir Elevation, FMSy 31.4
36.0
h. Permitted Storage Volume, ft : 21,515
5,281
i. Type of Soil: Sand
Sand
j. Expected Infiltration Rate, in/hr: 9.18
2.0
k. Seasonal High Water Table, FMSL: 27.0
32.5
I. Time to Draw Down, hours: 3.6
7.0
8.
The Receiving Stream for all BMP's is the New River in the White Oak River
Basin, Stream Index Number 19-36, classified as "SA". The project
is within Y2
mile of SA waters, therefore the design storm is the pre -post 1 year
24 hour.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 100502
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all time provide the operation and maintenance necessary
to assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
5. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other
supporting data.
6. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
7. If the stormwater system BMP is used as an Erosion Control device during
construction, more frequent maintenance will be required during construction to
maintain functionality. Once the drainage area is stabilized and prior to
occupancy of the facility, the BMP must be fully restored to design condition.
8. Access to the stormwater facilities shall be maintained via appropriate recorded
easements at all times.
9. All stormwater collection and treatment systems must be located in public rights -
of -way, dedicated common areas or recorded easements. The final plats for the
project will be recorded showing all such required rights -of -way, common areas
and easements, in accordance with the approved plans.
Page 4 of 8

State Stormwater Management Systems `
Permit No. SW8 100502
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. Prior to construction, the permittee shall submit final site layout and grading
plans for any future development areas with BUA allocations, as designated on
the approved plans.
12. A copy of this permit, the permit application documents, the approved plans and
specifications shall be maintained on file by the Permittee for the life of the
permit. At the time a permit transfer is approved, the permittee shall forward the
approved plans to the proposed new permittee.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
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.
This permit is not transferable to any person or entity except after notice to and
approval by the Director. At least 30 days prior to a change of ownership, or a
name change of the permittee or of the project, or a mailing address change,
the permittee must submit a completed and signed Name/Ownership Change
form to the Division of Water Quality, accompanied by the appropriate
documentation as listed on the form. 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 a permit transfer request. Neither the sale of the
project in whole or in part nor the conveyance of common area to a third party
shall be considered an approved permit transfer request.
4. 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.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 100502
5. 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. This
includes any local flood control requirements.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit to the extent necessary to maintain
compliance with stormwater regulations.
10. At least 180 days prior to the expiration date of this permit, the permittee shall
submit a permit renewal request to the Division of Water Quality along with the
required application feet.
Permit issued this the 27th day of September 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
foruoleen,m. SUWns, uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 100502
CDC Courthouse Bay
Stormwater Permit No. SW8 100502
Onslow County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/
full time) the construction of the project,
(Project Name)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 100502
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, including permeable pavement.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet/bypass structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation, per the vegetation plan.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized and located per the
approved plans.
13. All required design depths are provided.
14. All required parts of the system are properly installed such as plants, a
forebay, filter media, level spreader and vegetated filter strip.
15. The required system dimensions are provided per the approved plans.
16. The permitted amount of permeable pavement has been properly
installed, per the approved pavement design.
cc: NCDENR-DWQ Regional Office

........ ,. :DWQUSEONLY
Date Received
Fee Paid
Permit Number
—
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— S�YJ %
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Applicable Rules: ❑ Coastal SW -1995
❑ Coastal SW
- 2008 ❑ Ph 11- Post Construction
(select all flint apply) ❑ Non -Coastal SW- HQW/ORW
Waters
❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
P-1357 Child Development Center Courthouse Bay
2. Location of Project (street address):
North East corner of intersection NC H111 172 and Marines Road, MCB Camp Lejeune
City:Camp Lejeune County:Onslow Zip:28547
3. Directions to project (from nearest major intersection):
NC Hwy 172 east from NC Hwy 210 to Marines Road
4. Latitude:34° 35' 14.47" N Longitude:77°21' 27.19" W of the main entrance to the project.
It. PERMIT INFORMATION
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 9.65 ac of Disturbed Area
❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
Form SWU-101 Version 07July2009
Page 1 of 6
SEP 0 8 2010
nv.

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:Commanding Officer, Marine Corps Base Camp Leieune
Signing Official & Title:Carl H. Baker Ir., P.E., Deputy Public Works Office
b.Contact information for person listed in item I above:
Street Address:Building 1005 Michael Road
City:MCB Camp Lejeune State:NC Zip:2S547
Mailing Address (if applicable):
Phone: (910 ) 451-2213
EmaiLcarl.h.baker sOusmc,mil
Fax: (910 ) 451-2927
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)'
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/ Organization:
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City: State: Zip:
Phone: ) Fax: ( )
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organiza Hon: David Towler
Signing Official & Title:Carl H. Baker, Tr., P.E., Deputy Public Works Officer
b.Contact information for person listed in item 3a above:
Mailing Address:Public Works Division, Bldg 1005, Civil Design Branch
City:Camp Lejeune State:NC Zip:
Phone: (910 ) 451-3238 ext. 3284 Fax: ( )
Email:[e-mail]
4. Local jurisdiction for building permits:
Point of Contact: Phone #: ( )
F�EP0 S2010
Fonn SWU-101 Version 07July2009 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwa ter runoff will be treated.
Stormwater management will he provided by multiple BMPs including bioretention rain harvesting and
infiltration. Drainage Areas 1 - 4 ultimately drain to the large infiltration BMP which will be used for quality
control. This BMP discharges to an existing ditch. All of the new impervious area will drain to the BMPs
A smaller infiltration basin will be used for quality and quantity volumes in Drainage Area 5 with the road
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stonnwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 8.62 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:8.62 acres
Total project area shall be calculated to exclude the following: the nornml pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Meat High Water
(MH1M line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line pay
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 =
9. Flow many drainage areas does the project have?5 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four 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 r6a 1'
Drainage Area 2
Drainage Area.3
.:Draina g e Area4'
Receiving Stream Name
New River
New River
New River
New River
Stream Class *
SA;HQW
SA;I-IQW
SA;HQ1N
SA;FIQW
Stream Index Number *
19-36
19-36
19-36
19-36
Total Drainage Area (so
42,163
35,408
12,640
190,990
On -site Drainage Area (so
42,163
35,408
12,640
190,990
Off -site Drainage Area (so
0
0
1 0
0
Proposed Impervious Area (so
221934
20,671
1,770
60,621
% Im pervious Area** total
54
1 58
.14
32
Impervious*..* Surface Area -.
Drainage Area I .
Drainage Area 2
Drainage Area 3
. Drainage Area 4
On -site Buildings/Lots (so
33,400
On -site Streets (so
15,430
On -site Parking (sf)
11,720
13,711
1,591
On -site Sidewalks (so
3,270
2,065
179
7,789
Other on -site (so
7,944
4,895
4,002
Future (so
Off -site (so
Existing BUA*** (so
0
0
0
0
Total (sf):
22,934
20,671
1,770
60,627
Stream Class and Index Number can be determined at: ltttp:/At2o.ennstate.tic.us/bints/reports/reportsWB.html - —
Form SWU-101 Version 07July2009 Page 3 of 6 I S E P 0 8 20 T

Section III, Project Information, no. 8
Basin-Informatone- = r
r* -+q t Dramage Area (5) ,' A.
Receiving Stream Name
Courthouse Bay
Stream Class
SA;HQW
Stream Index No
19-36
Total Drainage Area (sf)
94,584
On -site Drainage Area (sf)
94,584
Off -site Drainage Area (sf)
0
Proposed Impervious Area (sf)
42,000 -
% Impervious Area (total)
44.0
e9 j,'wlmpervious Surface Areai,4
y y i Drainage Area (5
On -site Buildings/Lots (sf)
0
On -site Streets (sf)
12,975
On -site Parking (sf)
0
On -site Sidewalks (sf)
0
Other On -site (sf)
0
Future (sf)
0
Off -Site (so
0
Existing BUA (sf)
29,025
Total (sf)
42,000
cFP 0 8 2010

*' Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Report only that amount of existing BUA that will remain after development. Do not report any existing B UA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union Comity: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stornnvater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://h2o.enr.state.nc.iis/su/bmp forms.htm.
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. A detailed application instruction sheet and BMP
checklists are available from http://h2o enr state nc us/su/bap forms.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating
project on the interactive online map at http / /h2o.enr.state.nc.us/su/msi maps.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from http://h2o.enr.state.nc.us/su/bnip fonns.htm.
1. Original and one copy of the Stormwater Management Permit Application Form.
Imhals
A W
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
N A
Form. (if required as per Part V11 below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
AL,6
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For,an Express review, refer to
At )
h!W:/ /wwwenvhelporg/pagesIonestopexpress hfml for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
AL6
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
AI,A
receiving stream drains to class SA waters within'/2 mile of the site boundary, include the
mile radius on the map.
7. Sealed, signed and dated calculations.
AL0
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: AL-O
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned. .
k. Existing contours, proposed contours, spot elevations, finished floor elevations. ,
1. Details of roads, drainage features, collection systems, and stormwater control measures: y „_
AUG 1 0 2010
Form SWU-101 Version 07July2009 Page 4 of 6

9.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
Copy of any applicable soils report with the associated SHWT elevations (Please identify AL6
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring jogs. Include an 8.5"x1l" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verifj the SHWT prior
to submittal, [phone].)
A copy of the most current property deed. Deed book: N/A Page No: N/A 1 l A
For corporations and limited liability corporations (LLC): Provide documentation from the NC N L
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC mustbe listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
littp://www.secretarv.state.nc.us/Corporations/CSearch.aspx
VIL DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
htt27//112o.enr.state.nc.us/``sLtfbmp forms htm#deed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, 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 NC DWQ, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Anna Lee Bamforth
Consulting Firm: C. Allan Bamforth Jr.,Engineer-Survevor Ltd
Mailing Address:2207 Hampton Boulevard
City:Norfolk State:VA Zip:23517
Phone: (757 ) 627-7079
Email:[e-mail]
Fax: (757 ) 625-7434
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or hype nanne of organization listed in
Contact Information, item 1 b) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which;indicates.the---_ _
party responsible for the operation and maintenance of the stormwater system.--
AUG 1 0 2010
Form SWU-101 Version 07July2009 Page 5 of 6
^V•

. • . •X-. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 2) Carl H. Baker Ir
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable slormvAker rules undef-t5A NCAC 2H .1000, SL 2006-246 (Ph, 11 - Post Construction) or SL 2008-211.
Dale: O /40
Public for the State of / /// - County of
OxjlI W do h eby certify that �ii/ i Gi personally appeared
before me lhisAadday of se and ac ledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, /��8'� —
ALICE A BONNEftE
Notary Public
Ontlow County
State of North Carolina
Comm13310n Explre3 Oct 23, 2010
SEAL
My commission expires 6�VICAI-ld
k AUG I 0 2010

Perm it No �'Xl
(to be provided by DWO)
OF INAT q
ASTORMWATER MANAGEMENT PERMIT APPLICATION FORM o��T
NCDENR 401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information
I.PR0JECT.INF,ORMAT10Nv_ ,,w ,
Project Name P-1357 Child Development Center
Contact Person David Towler
Phone Number [phone] ex 3284
Date 9/312010
Drainage Area Number 5 C ro runp
II.' DESIGN 'INFORMATION ._'. x br w R, ,,a-J'jol, s,,. . a, . t ,, T
Site Characteristics
Drainage area
94,584.00
ft'
Impervious area
42,000.00
ft2
Percent impervious
0.44
%
Design rainfall depth
3.67
in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
3.67
in
1-yr, 24-hr intensity
0.16
in/hr
Pre -development 1-yr, 24-hr discharge
1.07
ft'Isec
Post -development 1-yr, 24-hr discharge
2.06
ft'Isec
Pre/Post 1-yr, 24-hr peak flow control
0.99
ft3/sec
Storage Volume: Non -SA Waters
Minimum design volume required
ft3
Design volume provided
-
tt3
Storage Volume: SA Waters
1.5" runoff volume -
5273.00
ft'
Pre -development 1-yr, 24-hr,runoff volume
9,546.00
ft3
Post -development 1-yr, 24-hr runoff volume
13,017.00
it'
Minimum required volume
5273.00
ft3
Volume provided
5,281.00
ft3
Soils Report Summary
Soil type
SP - Sand
Infiltration rate
2.00
in/hr
SHWT elevation
32.50
fmsl
Basin Design Parameters
Drawdown time
0.29
days
Basin side slopes
3.00
:1
Basin bottom elevation34.50
"""
fmsl
Storage elevation
V% �.4L
fmsl
Storage Surface Area
oki� 5,524.00
ft2
Top elevation
37.00
fmsl
Basin Bottom Dimensions
Basin length
148.00
it
Basin width
- 70.00
it
Bottom Surface Area
4,550.00
ft2
Form SW401-Infiltration Basin-Rev.4
OK
OK
OK
OK
(Weer waft e%. sk.G. `t 3
FSEP 0 S 2010
0
Pansi'& ICDesign'Summary, Page t of.2:

Permit No.
(to be provided by DWO)
Additional Information
Maximum runoff to each inlelto the basin?
2.00
ac-in
Length of vegetative filter for overflow
It
Distance to structure
It
Distance from surface waters
ft
Distance from water supply wells)
it
Separation from impervious soil layer
it
Naturally occuring soil above shwt
It
Bottom covered with 4-in of clean sand?
Y
(Y or N)
Proposed drainage easement provided?
N
(Y or N)
Capures all runoff at ultimate build -out?
Y
(Y or N)
Bypass provided for larger storms?
Y
(Y or N)
Pretreatment device provided
NIA
Form SW401-Inftltration Basin-Rev.4
OK
OK
Need a recorded drainage easement
OK
OK
SEP 0 8 2010
1,
Parts I. 8 11"Design Summary, Page 2 of 2

Permit
(to be provided by DWO)
lkI*REQUIRED ITEMSCHECKLISTp.i'_ .s_.":.fir_.,,.:: _+ .w•rr '„,. :'+
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.
Aud
c.S 10 a
1. 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),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
ALA
C 4 to:
2. Partial plan (1" = 30' or larger) and details for the infiltration basin showing:
- Bypass structure,
- Maintenance access,
- Basin bottom dimensions,
- Basin cross-section with benchmark for sediment cleanout,
- Flow distribution detail for inflow,
- Vegetated filter, and
- Pretreatment device.
AL6
G (w SI 2
3. Section view of the infiltration basin (1" = 20' or larger) showing:
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
Aul
ATrAUkSD
4. A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
A1-6 ArfAcWeD 5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
Alb GCx Sot 6. A construction sequence that shows how the infitiration basin will be protected from sediment until the
entire drainage area is stabilized.
ALL; AUACRPD 7. The supporting calculations.
AL6 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
ALA is A 9. A copy of the deed restrictions (if required).
SEP 0 8 2010
Form SW401-Infiltration Basin-Rev.4 . Page 1 of 1 Part III. Required Items Checklist, Page 1 of 1

ANNA LEE BAMFORTH, RE., L.S.
C. ALLAN BAMFORTH, JR., P.E., L.S.
LINDA Z. BAMFORTH
RICHARD E. GARRIOTT, P. E.
RICHARD W. CLARK. L.S.
DAVID W. CAMPBELL
C. ALLAN BAMFORTH, JR.
ENGINEER - SURVEYOR, LTD.
EST. 1977
September 21, 2010
Ms. Linda Lewis
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
RE: Express, Stormwater Application No. SW8 100502
P-1357 Child Development Center Courthouse Bay (10.016)
Dear Ms. Lewis,
Please find attached two (2) copies of plan sheets CS 101, CS 102, CS 103, CS 104, and CS 105; as
well as revised copies of Bioretention no. I supplement; Bioretention no. 2 supplement;
Bioretention no. 3 supplement; and pondpack calculations. Our responses to NCDENR
comments received by a -mail on September 20, 2010 are as follows:
The surface area at the "top" of the bioretention cell (under Cell Dimensions on the first page of
the supplement form) is intended to be the temporary pool area, i.e., the top. However, the surface
areas reported there are far less than the temporary storage elevation surface areas used in the
calculations.
The bioretention area has been revised to be at the temporary storage elevation. The
revised page 1 of the forms are attached.
2. Also, 1 thought that there was a dimensioning plan somewhere in the plan set, but I can no longer
find it. 1 think it was part of an older set of plans that has since been recycled and replaced. I need
the dimensions of all the proposed built -upon areas and the infiltration basins and the bioretention
cells. The dimensions should reflect the "top" surface area, i.e., the temporary pool or storage
elevation area.
A set of the layout sheets are attached. The temporary n,ater setrface elevations have
been labeled and added as needed to the infiltration basins and biorelentic n basin 3. The
2207 HAMPTON BOULEVARD, NORFOLK, VIRGINIA 23517 1 P.O. BOX 6377, NORFOLK, VIRGINIA 23508
TEL: [phone] FAX: [phone] E-MAIL: [e-mail]

September 21, 2010
Ms. Linda Lewis
NCDENR
Division of Water Quality
P-1357 Child Development Center Courthouse Bay
Page 2
T.O.B. for the bioretention basins L and 2 are the tempormy water senface elevations and
are already dimensioned on the plan.
Please do not hesitate to contact us should you have any questions or require additional information.
Sincerely,
Anna Lee Bamforth, P.E., L.S.
Sya ��2010

Lewis,Linda
From:
Lewis, Li nda
Sent:
Monday, September 20, 2010 3:12 PM
To:
Anna Lee Bamforth; 'Andrea Murden'
Cc:
Russell, Janet
Subject:
CDC Courthouse Bay SW8 100502
I think we're almost there. I found another discrepancy between the bioretention supplements and the
calculations.
The surface area at the "top' of the bioretention cell (under Cell Dimensions on the first page of the supplement
form) is intended to be the temporary pool area, i.e., the top. However, the surface areas reported there are
far less than the temporary storaae elevation surface areas used in the calculations.
BR-1 temporary pool elevation is 37.4, and the calculations indicate that the surface area at 37.4 is 3990 sf,
but only 1515 square feet has been reported on the supplement as the "top'. The other 2 cells have the same
problem.
Also, I thought that there was a dimensioning plan somewhere in the plan set, but I can no longer find it. I think
it was part of an older set of plans that has since been recycled and replaced. I need the dimensions of all the
proposed built -upon areas and the infiltration basins and the bioretention cells. The dimensions should reflect
the "top" surface area, i.e., the temporary pool or storage elevation area.
As always, please double-check everything before you send it back and submit it before September 22, 2010.
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

B�VFOkT
ANNA LEE BAMFORTH, P. E., L.S.
• .• _� 'fi
C. ALLAN BAMFORTH, JR., P.E., L.S.
LINOA Z. BAMFORTH
RICHARD E. GARRIOTT, P. E.
RICHARD W. CLARK, L.S.
DAVID W. CAMPBELL
C. ALLAN BAMFORTH, JR.
ENGINEER - SURVEYOR, LTD.
EST. 1977
September 16, 2010
Ms. Linda Lewis
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
RE: Express, Stormwater Application No. SW8 100502
P-1357 Child Development Center Courthouse Bay (10.016)
Dear Ms. Lewis,
Please find attached two (2) copies of revised plan sheets C0002, CG102, CIS 104, CG105,
CG512; one (1) copy of revised BMP calculations; one (1) copy of revised Bioretention no. I
supplement; one (1) copy of revised Bioretention no. 2 supplement; one (1) copy of revised
Bioretention no. 3 supplement; and one (1) copy of revised Level Spreader/Filter Strip
supplement. Our responses to NCDENR comments received September 14, 2010 are as follows:
1. The supplement for BR-1 still reports a temporary pool elevation of 37.4, a bottom
elevation of 36.7 and a ponding depth of 12". I've taken the liberty of reducing the
pending depth to 8.4" on the supplement to make this match up with the elevations and
I've reduced the provided volume to 2385 cubic feet. If you want to change the
temporary pool elevation to 37.7 instead, and have a larger volume provided, please
advise.
All three of the bioretention basins have a bottom elevation that varies, allowing the
pending depth to vary from 9" to 12". The temporary pool elevation for BR-1 is 37.4, BR-
2 is 37.4 and BR-3 is 37.7. The bottom elevation, shown as the planting elevation on the
supplement, is 36.4 for BR-1, 36.4 for BR-2 and 36.7 for BR-3. Although the basin bottom
varies, the average elevation in the bottom was used for the supplement. This is the
elevation where the area was derived as well. RECEI'V']ED
SEP 17 2010
BY:bWQ Mess
2207 HAMPTON BOULEVARD, NORFOLK, VIRGINIA 23517 1 P.O. BOX 6377, NORFOLK, VIRGINIA 23508
TEL: [phone] FAX: (757] 625-7434 1 E-MAIL: [e-mail]

September 16, 2010
Ms. Linda Lewis
NCDENR
Division of Water Quality
P-1357 Child Development Center Courthouse Bay
Page 2
2. Please check the reported volume provided for BR cells I and 2. Based on the bottom and
storage surface areas reported in the calculations, the actual volume provided in each
basin is significantly less than what is reported on the supplements.
The volume calculations are provided. The supplements have been revised to show the
actual volume provided by the bioretention basins. As noted in the calculations,
additional required volume is provided by the large infiltration basin.
The level spreader supplement reports a drainage area of 15000 sf and a BUA of 6600 sf
from which the 10 year storm flow rate is calculated. However, the level spreader will
receive the excess design storm from the road infiltration basin (DA-5) which has a
reported drainage area of 94,584 sf and a reported BUA of 42,000 sf. The 10 year storm
flow rate should be calculated using the BMP's correct drainage area and BUA of 94584
and 42000 respectively.
The supplement has been revised to show the area from Drainage Area 5. The level
spreader has been designed for the 10-year storm.
4. Please add elevations to the Level spreader / VFS cross section detail and note on that
detail that the minimum VFS length is 50'. It does not "vary".
Revised.
5. Please show the level spreader and VFS in plan view on the plans with the proposed
grading, dimensions and correct orientation to the flow entering from the pipe. It is
important that the flow enter the level spreader distribution swale paralleling the VFS.
Please refer to the BMP manual for information on this setup.
Revised.
6. Why have you specified two different elevations for the bottom of the BR cells, 36.4 and
36.7? According to the supplements, the bottom elevation of each proposed BR cell is
36.7. Why is 36.4 even shown on the details?
As noted in 1., all three of the bioretention basins have a bottom elevation that varies,
allowing the ponding depth to varyfrom 9" to 12". The detail has been revised.
7. To reduce the amount of paper I am recycling due to this application, please submit 2
copies of only those plan sheets that are being revised and one copy of that page of the
ak)pllcation or supplement that is being revised.
oted.
Please do not hesitate to contact us should you have any questions or require additional infonmation.
Sincerely,
Anna Lee Bamforth, P.E., L.S.
Sip 1 '1 2010

REVISED FINAL CIVIL STORMWATER CALCULATIONS
P-1357
CHILD DEVELOPMENT CENTER
COURTHOUSE BAY
MCB CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
AIE Contract No. N40085-10-D-5304
EProjects Work Order Number: 973897
C. ALLAN BAMFORTH, JR.,
ENGINEER -SURVEYOR, LTD.
NORFOLK, ViRGINIA
September 2010
C A
i
a. SEAL 'rtJ
029841 =
0 9 /16/1 O
cEx�crE�
SEP 1 7 2010
$Y: S & IC�SOZ

CDC COURTHOUSE BAY
BMP Calculations:
Basis of Design: The CDC Courthouse Bay project includes a new building along with
associated parking, walks and utilities. The site is broken up into several BMPs. The site is
draining to class SA waters. For class SA waters, this quality volume is calculated using the
increase in runoff volume from pre to post development for the 1-year, 24-hour storm or 1.5-
inches over the site, whichever is greater. The quality volume is satisfied by a combination of
bioretention, infiltration and rain harvesting BMPs. The infiltration BMPs are also sized to
handle the quantity volume for the site, based on the rational method using a ten year stornn and
Wilmington I-D-F curve. Time of concentration was found using Seelye's Chart for overland
flow and Kirpich Chart for overland flow. I-Yr, 24-hour storm calculations were performed for
soil group A, fair conditions.
The infiltration rate for the soil in the area of the infiltration basin is high enough to satisfy the
requirement allowing there to be no bypass and vegetated filter strip. Calculations are shown.
There are a large and small infiltration basin and three bioretention basins. The BMPs were sized
with the Haestad Methods "PondPack" software. They are in conformance with North Carolina
Division of Water Quality "Stormwater Best Management Practices Manual, July 2007".
Bioretention•
Bioretention Area I (Drainage Area 1) — 0.97 acres
Impervious — 0.34 acres C = 0.95
Pavers — 0.26 acres C = 0.40
Grass — 0.37 acres C = 0.30
1-Yr, 24-Hour Storm
Pre — 0.06 efs
Post —1.09 cfs
Water Quality Volume Required
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 42,163 sf
Impervious =14990 + (11348 x 0.70) = 22,934 sf
Page 1 R�ECEXVED
SEP 1 7 2010
BY;

CDC COURTHOUSE BAY
Runoff Coefficient = Rv = 0.05 + 0.009(I)
1= Percent Impervious = 22934/42163 = 54%
Rv = 0.05 + 0.009(54) = 0.54 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(12 in) x (0.54 in/in) x (42163 sq-ft) = 2846 cu-ft
Use "Simple Method" by Schueler to Determine Runoff Volume for I -year, 24-hour Storm:
Predevelopment:
Site Area= 42,163 sf
Impervious = 0 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 0%
Rv = 0.05 + 0.009(0) = 0.05 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(I 2 in) x (0.05 in/in) x (42163 sq-ft) = 645 cu-ft
Postdevlopment:
Site Area = 42,163 sf
Impervious = 22,934 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 22934/42163 = 54%
Rv = 0.05 + 0.009(54) = 0.54 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(] 2 in) x (0.54 in/in) x (42163 sq-ft) = 6963 cu-ft
Total Volume Required = 6963 — 645 = 6318 cu-ft
Use 6318 cu-ft, which is greater than 2846 cu-ft
Bioretention Area 2 (Drainage Area 2) — 0.81 acres
Impervious — 0.36 acres C = 0.95
Pavers — 0.16 acres C = 0.40
Grass — 0.29 acres C = 0.30
Page 2 -SCE Er_)
SFP 1 7 2010
v

CDC COURTHOUSE BAY
1-Yr. 24-Hour Storm
Pre — 0.05 efs
Post — 1.67 cfs
Water Quality Volume Required
Use "Simple Method" by Schueler to Detennine Runoff Volume for 1.5-inches:
Site Area = 35,408 sf
Impervious = 15776 + (6992 x 0.70) = 20,670 sf
Runoff Coefficient = Rv = 0.05 + 0.009(l)
I = Percent Impervious = 20670/35408 = 58%
Rv = 0.05 + 0.009(58) = 0.57 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(12 in) x (0.57 in/in) x (35408 sq-ft) = 2523 cu-ft
Use "Simple Method" by Schueler to Determine Runoff Volume for 1-year, 24-hour Storm:
Predevelopment:
Site Area = 35,408 sf
Impervious = 0 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 0%
Rv = 0.05 + 0.009(0) = 0.05 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.05 in/in) x (35408 sq-ft) = 542 cu-ft
Postdevlopment:
Site Area = 35,408 sf
Impervious = 20,670 sf
Page 3
sEp 17 2010
BY:

CDC COURTHOUSE BAY
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 20670/35408 = 58%
Rv = 0.05 + 0.009(58) = 0.57 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.57 in/in) x (35408 sq-ft) = 6173 cu-ft
Total Volume = 6173 — 542 = 5631 cu-ft
Use 5631 cu-ft, which is greater than 2523 cu-ft
Total Volume Provided by Bioretention BMPs 1 and 2 = 2753 + 2968 = 5721 cu-ft
Total to be Routed to Infiltration BMP = 6318 + 5631 - 5721 = 6228 cu-ft
Bioretention Area 3 (Drainage Area 3) — 0.29 acres
Impervious — 0.04 acres C = 0.95
Grass — 0.25 acres C = 0.30
1-Yr, 24-Hour Storm
Pre — 0.02 cfs
Post — 0.07 cfs
Water Quality Volume Required
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 12,640 sf
Impervious = 1,770 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
1= Percent Impervious = 1770/12640 = 14%
Rv = 0.05 + 0.009(14) = 0.18 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(I 2 in) x (0.18 in/in) x (12640 sq-ft) = 284 cu-ft
Page 4 MCX-
CEP 1 7 2010
BY:

CDC COURTHOUSE BAY
Use "Simple Method" by Schueler to Determine Runoff Volume for I -year, 24-hour Stonn:
Predevelopment:
Site Area=12,640 sf
Impervious = 0 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 0%
Rv = 0.05 + 0.009(0) = 0.05 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(I 2 in) x (0.05 in/in) x (12640 sq-ft) = 193 eu-ft
Postdevelopment:
Site Area = 12,640 sf
Impervious = 1,770 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 1770/12640 = 14%
Rv = 0.05 + 0.009(14) = 0.18 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume= (3.67 in rainfall)/(12 in) x (0.18 in/in) x (12640 sq-ft) = 696 cu-ft
Total Volume = 696 — 193 = 503 cu-ft
Use 503 cu-ft, which is greater than 284 cu-ft
Total Volume Provided by Bioretention BMP 3 = 579 cu-ft
Total to be Routed to Infiltration BMP = 503 - 579.= 0 cu-ft
Drawdown Time for Bioretention Basins
Time = Ponding Depth/Infiltration Rate in Media = 12 inches/1.5 inches/hour = 8 hours
Page 5 CETV D
SEP 17 2010
BY:_----

CDC COURTHOUSE BAY
Large Infiltration BMP (Quantity Drainage Areas 1 — 4):
Predevelopment:
Total Area — 6.45 acres
Impervious — 0.11 acres C = 0.95
Grass = 6.34 acres C = 0.30
I-Yr, 24-Hour Stonn
Pre — 0.33 cfs
Time of Concentration
Seelye's Chart for Overland Flow:
L = 200 ft Slope = (45.9 — 39.0)/200 = 3.45% T, = 15 minutes
Kirpich Chart for Overland Flow:
L = 340 ft Height = (39.0 — 36.0) = 3' T, = 4 x 2 = 8 minutes
Total T, = 23 minutes
Rainfall Intensity
- Wilmington I-D-F Curve, 10-Year Storm, 23 minutes
Allowable Discharge — Use all Grass
Q (I0-Year)= CAI = (0.30 x 6.45) x 4.2 = 8.13 cfs
Postdevelopment:
Area — 6.34 acres
Impervious — 2.02 acres C = 0.95
Pavers — 0.42 acres C = 0.40
Grass — 3.90 acres C = 0.30
I = 4.2 in/hr
Paoe 6
i %CET�]E]D
SFP 1.7 2010
BY:

CDC COURTHOUSE BAY
1-Yr. 24-Hour Storm
Post — 4.69 cfs
Time of Concentration
Seelye's Chart for Overland Flow:
L = 75 ft Slope = 1 % T� = 15 minutes
Total T, = 15 minutes
Temporary Water Quality Volume Required (Drainage Area 4)
Use "Simple Method" by Schucler to Determine Runoff Volume for 1.5-inches:
Site Area = 190,990 sf
Impervious = 60,621 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 60621 / 190990 = 32%
Rv = 0.05 + 0.009(32) = 034 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(I 2 in) x (0.34 in/in) x (190990 sq-ft) = 8117 cu-ft
Use "Simple Method" by Schueler to Determine Runoff Volume for 1-year, 24-hour Storm
Predevelopment:
Site Area = 190,990 sf
Impervious = 4,979 sf
Runoff Coefficient = Rv = 0.05 + 0.009(l)
I = Percent Impervious = 4979/190990 = 3%
Rv = 0.05 + 0.009(3) = 0.08 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(I 2 in) x (0.08 in/in) x (190990 sq-ft) = 4673 cu-ft
Page 7 RECEIVED
SEP 17 2010R

CDC COURTHOUSE BAY
Postdevelopment:
Site Area = 190990 sf
Impervious = 60621 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
1= Percent Impervious = 60621 /190990 = 32%
Rv = 0.05 + 0.009(32) = 0.34 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.34 in/in) x (190,990 sq-ft) = 19860 cu-ft
Total Volume = 19860 — 4673 = 15187 cu-ft
Use 15187 cu-ft, which is greater than 8117 cu-ft
Quality Volume Required by Infiltration BMP (Drainage Area 4 and Remaining Bioretention):
Total Volume to be Provided by Infiltration BMP = Total Volume Required + Remaining
Volume from Bioretention Basins = 151,871 + 6,228 = 21,415 cu-ft
Total Volume Provided in Infiltration BMP for Quality= 21,515 cu-ft OK
Drawdown Time
Time = Water Quality Volume/2 x Infiltration Rate x Area
Time = 21416 cf/2 x 4.59 inches/hour x 1 /12 x 7625 sf = 3.67 hours = 0.15 days
10-year 24-hour storm (Drainage Areas 1 — 4)
Use "Simple Method" by Schueler to Determine Runoff Volume for 6.89-inches:
Site Area = 281,201 sf
Impervious = 105,996 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
1= Percent Impervious = 105996/281201 = 38%
Rv = 0.05 + 0.009(38) = 0.39 in/in
Page 8 L183Y�:-
17 2010

CDC COURTHOUSE BAY
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (6.89 in rainfall)/(I 2 in) x (0.39 in/in) x (281201 sq-ft) = 62,968 cu-ft
Total Volume Required to be Infiltrated = volume - volume in bioretention basins
= 62,968 — 6,300 = 56,668 cu-ft
Infiltration Rate = 9.18/2 = 4.59 in/hr
Total Volume Infiltrated in 24-Hours = (4.59 in/hr x 7625 sf x 24 hr x 1 ft/l2 in) = 69,998 cf
69,998 > 56,668, no bypass required
Small Infiltration BM (Drainage Area 5):
Predevelopment:
Total Area — 2.17 acres
Impervious — 0.67 acres C = 0.95
Grass = 1.50 acres C = 0.30
1-Yr, 24-Hour Storni
Pre — 1.07 cfs
Time of Concentration
Kirpich Chart for Overland Flow:
L = 660 ft Height = (38.7 — 36.5) = 2.2' T� = 1 I x 2 = 22 minutes
Total Tc = 22 minutes
Rainfall Intensity
- Wilmington I-D-F Curve, 10-Year Stonn, 22 minutes I = 4.3 in/hr
Allowable Discharge
Q (I0-Year)= CAI = [(0.30 x 1.50) + (0.95 x 0.67)] x 4.3 = 4.67 cfs
Page 9 CEIVED
SEP 11 2010
IBY:

Postdevelopment:
Total Area — 2.17 acres
Impervious — 0.96 acres C = 0.95
Grass = 1.21 acres C = 0.30
1-Yr, 24-1-lour Storm
Post —2.06 cfs
Time of Concentration
Seelye's Chart for Overland Flow:
L=10ft Slope =(39.7-39.6)/l0=1%
Kirpich Chart for Ditch Flow:
L=580ft Height =(39.6-38.0)=1.6'
Total Tc = 15 minutes
Temporary Water Quality Volume Required
CDC COURTHOUSE BAY
T, = 5 minutes
T, = 10 minutes
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 94,584 sf
Impervious = 42,000 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 42000/94584 = 44%
Rv = 0.05 + 0.009(44) = 0.45 in/in
6)
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
S��LO qS�
Volume = (1.5 in rainfall)/(12 in) x (0.45 in/in) x (94584 sq-ft) 5273 cu-ft 532
Use "Simple Method" by Schueler to Determine Runoff Volume for 1-year, 24-hour Storm:
Predevelopment:
Site Area = 94,584 sf
Impervious = 29,025 sf
Page 10 :�.CE1VEE)
qFP 1 7 2010
r'Y.

CDC COURTHOUSE BAY
Runoff Coefficient = Rv = 0.05 + 0.009(I)
1= Percent Impervious = 29025/94584 = 31 %
Rv = 0.05 + 0.009(31) = 0.33 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(I 2 in) x (0.33 in/in) x (94584 sq-ft) = 9546 cu-ft
Postdevelopment:
Site Area = 94,584 sf
Impervious = 42,000 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
1= Percent Impervious = 42000/94584 = 44%
Rv = 0.05 + 0.009(44) = 0.45 in/in
Volume= (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.45 in/in) x (94584 sq-ft) = 13017 cu-ft
Total Volume — 13017 — 9546 = 3471 cu-ft
Use 5273 cu-ft, which is greater than 3471 cu-ft
Total Volume Provided in Infiltration BMP for Quality —,, 5281 cu-ft OK
Drawdown Time
Time = Water Quality Volume/2 x Infiltration Rate x Area
Time = 5281 cf/2 x 1 inch/hour x 1/12 x 4550 sf= 7 hours = 0.29 days
Page 11
Cx-T
SEP 1 7 2010
BX:��

CDC COURTHOUSE BAY
Summary of Results:
Large Infiltration Basin:
Allowable Outflow (I0-YearStonn) = 8.13 cfs
Outlet Structure — 3.5 foot x 0.43 foot Rectangular Orifice at Elevation 31.40
—Inlet Box at Elevation 32.50 (overflow elevation)
Peak Outflow for 10-Year Stonn = 7.18 cfs at Elevation 3 2.3 8 feet
Small Infiltration Basin:
Allowable Outflow (I0-YearStonn) = 4.67 cfs
Outlet Structure — 3.5 foot x 0.33 foot Rectangular Orifice at Elevation 35.55
— Inlet Box at Elevation 36.55 (overflow elevation)
Peak Outflow for 10-Year Storm = 3.81 cfs at Elevation 36.02 feet
Page 12
7BY:-�7
D

Type.... Vol: Elev-Area
e Name.... BIORETENTION 1
File.... K:\Job-Files\2010\10016\Calcs\BIORETENTION I.PPW
Page 1.01
Elevation Planimeter Area Al+A2+sgr(Al"A2) Volume
(ft) (sq.in) (sq.ft) (sq.ft) (cu.ft)
____---_- -_____________
3640 _____ 205oQ 36.70 ----- 2625 3791 379
37.40 ----- 3990 10172 2374
Volume Sum
(cu.ft)
______________
379
2753 � n�p
POND VOLUME EQUATIONS G o ��
" Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) " (EL2-EL1) " (Areal + Area2 + sq. rt.(Areal"Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
CE v ED
SIN: 321201907096 C. Allan Bamforth, Inc. PondPack Ver. 9.0046 Time: 1:32 PM Date: 9/14/2020 S E P 1 / r1
2010
BY:,_�

Type.... Vol: Elev-Area Page 1.01
Name.... BIORETENTION 2
File.... K:\Sob-Files\2010\10016\CalCs\BIORETENTION 2.PPW
Elevation
Planimeter Area
Al+A2+sgr(Ai'A2)
Volume
Volume Sum
(ft)
(sq.in) (sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
------------------------------------------------""--------------------
36.40
----- 205
0
0
0
4'1V
36.70
37.40
----- 3060
----- 4296
4057
10982
406
2562
406
2968
3�c�5
POND VOLUME EQUATIONS
" Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) ' (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal"Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 1:31. PM Date: 9/14/2010

Type.... Vol: Elev-Area Page 1.01
Name.... BIORETENTION 3
File.... K:\Job-Files\2010\10016\Calcs\BIORETENTION.PPW
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) (sq.ft) (sq.ft) (cu.ft) (cu.ft)
------------------------------------------------------------------------
36.70 ----- 50 0 0 0 A
37.10 ----- 612 837 112 112 132 A
37.70 ----- 960 2338 468 579 4-71
W 4-
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 11:22 AM
Date: 9/16/2010
RECEIVE
S E P 1 7 2010
BY:_--___ __

Lewis,Linda
From:
Lewis,Linda
Sent:
Friday, September 10, 2010 12:03 PM
To:
Bamforth, Anna Lee
Cc:
Towler GS03 David
Subject:
SW8 100502 CDC Courthouse Bay
Anna:
A few minor comments regarding the last additional information submittal received on Sept. 8, 2010:
1. The supplement for BR-1 still reports a temporary pool elevation of 37.4, a bottom elevation of 36.7 and
a ponding depth of 12". I've taken the liberty of reducing the ponding depth to 8.4" on the supplement to
make this match up with the elevations and I've reduced the provided volume to 2385 cubic feet. If you
want to change the temporary pool elevation to 37.7 instead, and have a larger volume provided,
please advise.
2. Please check the reported volume provided for BR cells 1 and 2. Based on the bottom and storage
surface areas reported in the calculations, the actual volume provided in each basin is significantly less
than what is reported on the supplements.
3. The level spreader supplement reports a drainage area of 15000 sf and a BUA of 6600 sf from which
the 10 year storm flowrate is calculated. However, the level spreader will receive the excess design
storm from the road infiltration basin (DA-5) which has a reported drainage area of 94,584 sf and a
reported BUA of 42,000 sf. The 10 year storm flowrate should be calculated using the BMP's correct
drainage area and BUA of 94584 and 42000 respectively.
4. Please add elevations to the Level spreader / VFS cross section detail and note on that detail that the
minimum VFS length is 50'. It does not "vary".
5. Please show the level spreader and VFS in plan view on the plans with the proposed grading,
dimensions and correct orientation to the flow entering from the pipe. It is important that the flow enter
the level spreader distribution swale paralleling the VFS. Please refer to the BMP manual for
information on this setup.
6. Why have you specified two different elevations for the bottom of the BR cells, 36.4 and 36.7?
According to the supplements, the bottom elevation of each proposed BR cell is 36.7. Why is 36.4 even
shown on the details?
To reduce the amount of paper I am recycling due to this application, please submit 2 copies of only those plan
sheets that are being revised and one copy of that page of the application or supplement that is being revised.
I am very sorry, but this will be the last request for additional information before the application is returned as
incomplete. Please completely address these minor items by September 17, 2010 to avoid having the
application returned.
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405

-910496-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

i
fl.i�uo�.T
ANNA LEE BAMFORTH, P. E., L.S.
C. ALLAN BAMFORTH, JR., P.E., L.S.
LINDA Z. BAMFORTH
RICHARD E. GARRIOTT P. E.
sum
RICHARD W. CLARK, L.S.
®
OAVID W. CAMPBELL
C. ALLAN BAMFORTH, JR.
ENGINEER - SURVEYOR, LTD.
EST. 1977
September 7, 2010
Ms. Linda Lewis
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
RE: Express, Stormwater Application No. SW8 100502
P-1357 Child Development Center Courthouse Bay (10.016)
Dear Ms. Lewis,
Please find attached an additional $500.00 review fee; two (2) copies of revised plans; one (1)
copy of revised SWU-101 application; one (1) copy of revised BMP calculations; one (1) copy
of revised rain harvesting calculations; one (1) copy of revised Bioretention no. I supplement;
one (1) copy of revised Bioretention no. 2 supplement; one (1) copy of revised Infiltration Basin
(large) supplement; one (1) copy of revised Infiltration Basin (small) supplement; one (1) copy
of a Level Spreader/Filter Strip supplement; and one (1) copy of the Level Spreader O & M
supplement. Our responses to NCDENR comments received September 1, 2010 are as follows:
1. Please submit a total of 2 sets of the revised plans. Only one set was received.
Two sets ofplans attached.
2. As previously requested, please pick up only that fraction of the roof area that would
generate a volume equivalent to the cistern volume (with the minimum factor of safety
applied) and have the rest of the roof directly collected to the infiltration basin rather than
collected as the bypassed runoff from the cistern. The Rainwater Harvesting guidance
issued on September 22, 2008, indicates that a cistern must be sized for the roof area
being directed to it. The only overflow from the cistern should be the excess design
storm, not the excess flow from the design storm because the cistern isn't large enough to
accommodate it.
The rain harvesting unit has been removed from consideration as a stormwater BMP.
The drainage area previously allocated to the rain harvesting unit has been adde`r/!a ;i voc)oc)
Drainage area no.4. Revised calculations and supplements are attached. 0 6 2010
l'F?
2207 HAMPTON BOULEVARD, NORFOLK, VIRGINIA 23517 1 P.O. BOX 6377, NORFOLK, VIRGINI A2350B
TEL: [phone] FAX: [phone] E-MAIL [e-mail]

September 7, 2010
Ms. Linda Lewis
NCDENR
Division of Water Quality
P-1357 Child Development Center Courthouse Bay
Page 2
3. The rainwater harvesting supplement still reports 3.5" as the 1 year 24 hour stone. The
required factor of safety has been marked N/A and the 1.5" volume calculation is
incorrect, based on the Rainwater Harvesting guidance issued on September 22, 2008.
Please correct these items.
See response to comment number 2.
4. Please identify the BMP's in the revised calculations by their corresponding Drainage
Area number.
Drainage area nnumbers shown.for all BMPs.
5. The drainage areas and built -upon areas reported on the application must match up to the
supplements, calculations and plans. In particular, the drainage area and BUA reported
on the supplement for BR-1 do not match Section IV-10 of the application. Please check
all of them as I may have missed one or two.
Revised supplements attached.
6. Please add the roof area being directed to the infiltration basin in DA-5 to the application
as built -upon area and add it to the drainage area as well. The same amount of built -upon
area and drainage area should be removed from the cistern in DA-4 on the application.
See response to comment number 2.
7. For the two bioretention cells that are supposed to have trees and shrubs, please specify a
minimum of one (1) tree species, three (3) shrub species and three (3) herbaceous
groundcover species on the planting plan, as described in Section 12.3.8 in Chapter 12 of
the BMP Manual. The plant density is 400 stems per acre of bioretention area while
maintaining the ratio of I tree for every 3 shrubs. For BR-1 with an area of 3990 square
feet, you would need 37 stems total. Only 17 are currently proposed on the supplement.
Please revise the bioretention supplements and the landscape plans to include trees and
shrubs and the types of herbaceous groundcover.
Revised Planting Plans and Bioretention Supplements attached.
8. The PondPack stage -storage outputs for the bioretention cells start at elevation 36.3 and
end at elevation 37.4, but the details on sheet CG512 indicate that the bottom elevation
(where the ponding begins) is 36.7. You cannot claim storage volume in the media
below elevation 36.7. If the top of the grass layer is 36.7 and the design ponding depth is
12", as specified on the supplements, then the temporary pool elevation (where the
ponding ends) must be 37.7. The volume between 36.7 and 37.7 is the "volume
provided" to report on the supplement. Please note that the supplement for BR-1 reports
a bottom elevation of 36.7, a ponding depth of 12", but a temporary pool elevation of
only 37.4. Please revise the stage -storage calculations, and/or make adjustments to the
BR cell elevations and revise the supplements accordingly.
Revised cell elevations. Revised supplements attached..- (f] y
sEP o >� zolo
BY:�—

September 7, 2010
Ms. Linda Lewis
NCDENR
Division of Water Quality
P-1357 Child Development Center Courthouse Bay
Page 3
9. Please provide the 10 year stone calculations for the new infiltration basin in DA-6, or
provide an offline bypass for the excess design storm to a level spreader with a vegetated
filter strip.
Added level spreader. Level spreader/flter strip supplement allached.
10. The proposed grading of the built -upon surfaces surrounding BR-1 and BR-2 appears to
be a constant slope from the parking spaces nearest the building to the bioretention cells.
The inlet grate elevations are right in line with that constant slope such that some runoff
would drain into them and bypass the bioretention cells. As previously indicated, there is
no need to have these inlets as the piping serves only to direct the overflow from the
bioretention cells to the infiltration basin. They need to either be changed to junction
boxes to prevent the runoff from bypassing the BR cells, or the grading plan needs to be
revised to redirect runoff around the grates and/or raise the grate elevations sufficiently to
prevent runoff from entering the inlets.
Revised covers to be solid,. traffic rated.
11. Due to the application deficiencies, please submit a reapplication fee of $500.00. The
initials in the margin adjacent this item indicates that the stomlwater supervisor has read
this letter and approves of the additional information fee.
Noted.
Please do not hesitate to contact us should you have any questions or require additional information.
Sincerely,
Anna Lee Bamforth, P.E., L.S.
S F P d 8 2010
13Y;

FINAL CIVIL STORMWATER CALCULATIONS
P-1357
CHILD DEVELOPMENT CENTER
COURTHOUSE BAY
MCB CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
A/E Contract No. N40085-10-D-5304
EProjects Work Order Number: 973897
C. ALLAN BAMFORTH, JR.,
ENGINEER -SURVEYOR, LTD
NORFOLK, VIRGINIA
September 2010
5W� ICX�C�2
C A ROl j ,i
cl
fSSe0'.y'�
o SEA/A
029841
ZEE�BAa'�p�
SEP 0 8 2010 i

CDC COURTHOUSE BAY
BMP Calculations:
Basis of Design: The CDC Courthouse Bay project includes a new building along with
associated parking, walks and utilities. The site is broken up into several BMPs. The site is
draining to class SA waters. For class SA waters, this quality volume is calculated using the
increase in runoff volume from pre to post development for the 1-year, 24-hour storm or 1.5-
inches over the site, whichever is greater. The quality volume is satisfied by a combination of
bioretention, infiltration and rain harvesting BMPs. The infiltration BMPs are also sized to
handle the quantity volume for the site, based on the rational method using a ten year storm and
Wilmington I-D-F curve. Time of concentration was found using Seelye's Chart for overland
flow and Kirpich Chart for overland flow.. I-Yr, 24-hour storm calculations were performed for
soil group A, fair conditions.
The infiltration rate for the soil in the area of the infiltration basin is high enough to satisfy the
requirement allowing there to be no bypass and vegetated filter strip. Calculations are shown.
There are a large and small infiltration basin and three bioretention basins. The BMPs were sized
with the Haestad Methods "PondPack" software. They are in conformance with North Carolina
Division of Water Quality "Stornwater Best Management Practices Manual, July 2007".
Bioretention:
Bioretention Area 1 (Drainage'Area 1) — 0.97 acres
Impervious — 0.34 acres C = 0.95
Pavers — 0.26 acres C = 0.40
Grass — 0.37 acres C = 0.30
1-Yr, 24-Hour Storm
Pre — 0.06 cfs
Post — 1.09 cfs
Water Quality Volume Required
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 42,163 sf
Impervious = 14990 + (11348 x 0.70) = 22,934 sf
Page 1
FSFP
� _.

CDC COURTHOUSE BAY
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 22934/42163 = 54%
Rv = 0.05 + 0.009(54) = 0.54 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(I 2 in) x (0.54 in/in) x (42163 sq-ft) = 2846 cu-Ift
Use "Simple Method" by Schucler to Determine Runoff Volume for 1-year, 24-hour Stonn:
Predevelopment:
Site Area = 42,163 sf
Impervious = 0 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 0%
Rv = 0.05 + 0.009(0) = 0.05 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(I 2 in) x (0.05 in/in) x (42163 sq-ft) = 645 cu-ft
Postdevlopment:
Site Area = 42,163 sf
Impervious = 22,934 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 22034/42163 = 54%
Rv = 0.05 + 0.009(54) = 0.54 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.54 in/in) x (42163 sq-ft) = 6963 cu-ft
Total Volume Required = 6963 — 645 = 6318 cu-ft
Use 6318 cu-ft, which is greater than 2846 cu-ft
Bioretention Area 2 (Drainage Area 2) — 0.81 acres
Impervious — 0.36 acres C = 0.95
Pavers — 0.16 acres C = 0.40
Grass — 0.29 acres C = 0.30
Paget
SEP U 8 2010
-,

CDC COURTHOUSE BAY
1-Yr, 24-Hour Storm
Pre — 0.05 cfs
Post —1.07 cfs
Water Quality Volume Required
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 35,408 sf
Impervious =15776 + (6992 x 0.70) = 20,670 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
1= Percent hmpervious = 20670/35408 = 58%
Rv = 0.05 + 0.009(58) = 0.57 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(12 in) x (0.57 in/in) x (35408 sq-ft) = 2523 cu-ft
Use "Simple Method" by Schueler to Determine Runoff Volume for I -year, 24-hour Storm:
Predevelopment:
Site Area = 35,408 sf
Impervious = 0 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 0%
Rv = 0.05 + 0.009(0) = 0.05 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume= (3.67 in'rainfall)/(12 in) x (0.05 in/in) x (35408 sq-ft) = 542 cu-ft
Postdevlopment:
Site Area = 35,408 sf
Impervious = 20,670 sf
Page 3
CFP 0 8 2010
7l

CDC COURTHOUSE BAY
Runoff Coefficient = Rv = 0.05 + 0.009(1)
1= Percent Impervious = 20670/35408 = 58%
Rv = 0.05 + 0.009(58) = 0.57 in/in
Volume= (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(I 2 in) x (0.57 in/in) x (35408 sq-ft) = 6173 cu-ft
Total Volume = 6173 — 542 = 5631 cu-ft
Use 5631 cu-rt, which is greater than 2523 cu-ft
Total Volume Provided by Bioretention BMPs I and 2 = 2750 + 2970 = 5720 cu-ft
Total to be Routed to Infiltration BMP = 6318 + 5631 — 5720 = 6229 cu-ft
Bioretention Area 3 (Drainage Area 3) — 0.29 acres
Impervious — 0.04 acres C = 0.95
Grass — 0.25 acres C = 0.30
1-Yr. 24-Hour Storm
Pre — 0.02 efs
Post — 0.07 cfs
Water Quality Volume Required
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 12,640 sf
Impervious = 1,770 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 1770/12640 = 14%
Rv = 0.05 + 0.009(14) = 0.18 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume= (1.5 in rainfall)/(I 2 in) x (0.18 in/in) x (12640 sq-ft) = 284 cu-ft
Page 4 - -
SEp 0 8 2010

CDC COURTHOUSE BAY
Use "Simple Method" by Schueler to Determine Runoff Volume for 1-year, 24-hour Storm:
Predevelopment:
Site Area=12,640 sf
Impervious = 0 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 0%
Rv = 0.05 + 0.009(0) = 0.05 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.05 in/in) x (12640 sq-ft) = 193 cu-ft
Postdevelopment:
Site Area = 12,640 sf
Impervious = 1,770 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 1770/12640 = 14%
Rv = 0.05 + 0.009(14) = 0.18 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume= (3.67 in rainfall)/(12 in) x (0.18 in/in) x (12640 sq-ft) = 696 cu-ft
Total Volume = 696 — 193 = 503 cu-ft
Use 503 cu-ft, which is greater than 284 cu-ft
Total Volume Provided by Bioretention BMP 3 = 549 cu-ft
Total to be Routed to Infiltration BMP = 503 549 = 0 cu-ft
Drawdown Time for Bioretention Basins
Time = Pending Depth/Infiltration Rate in Media = 12. inches/1.5 inches/hour = 8 hours
Page 5
SEP 6 8 2010

CDC COURTHOUSE BAY
Lar(Ye Infiltration 6MP (Quantity Drainage Areas 1 — 4):
Predevelopment:
Total Area — 6.45 acres
Impervious — 0.1 1 acres C = 0.95
Grass = 6.34 acres C = 0.30
1-Yr, 24-Hour Stonn
Pre— 0.33 cfs
Time of Concentration
Seelye's Chart for Overland Flow:
L = 20.0 ft Slope = (45.9 — 39.0)/200 = 3.45% T� = 15 minutes
Kirpich Chart for Overland Flow:
L=340ft Height = (39.0 — 36.0) = 3' T�=4x2=8minutes
Total T, = 23 minutes
Rainfalllntensity
- Wilmington I-D-F Curve, 10-Year Storm, 23 minutes
Allowable Discharee — Use all Grass
Q (I0-Year)= CAI =. (0.30 x 6.45) x 4.2 = 8.13 cfs
Postdevelopment:
Area — 6.34 acres
Impervious — 2.02 acres C = 0.95
Pavers — 0.42 acres C = 0.40
Grass — 3.90 acres C = 0.30
Page 6
I = 4.2 in/fir
SEP 0 8 2010

CDC COURTHOUSE BAY
1-Yr, 24-Hour Storm
Post — 4.69 efs
Time of Concentration
Seelye's Chart for Overland Flow:
L = 75 ft Slope = 1 % T� = 15 minutes
Total T, = 15 minutes
Temporary Water Quality Volume Required (Drainage Area 4)
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area= 190,990 sf
Impervious = 60,621 sf
Runoff Coefficient = Rv = 0.05 + 0.009(l)
1 = Percent Impervious = 60621/190990 = 32%
Rv = 0.05 + 0.009(32) = 0.34 in/in
Volume — (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(12 in) x (0.34 in/in) x (190990 sq-ft) = 8117 cu-ft
Use "Simple Method" by Schueler to Determine Runoff Volume for I -year, 24-hour Storm:
Predevelopment:
Site Area ,= 190,990 sf
Impervious = 4,979 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
1 = Percent Impervious = 4979/ 190990 = 3%
Rv = 0.05 + 0.009(3) = 0.08 in/in
Volume= (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(I 2 in) x (0.08 in/in) x (190990 sq-ft) = 4673 cu-ft
Page 7
[,SEP 0 8 2010

CDC COURTHOUSE BAY
Postdevelopment:
Site Area = 190990 sf
Impervious = 60621 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
1= Percent Impervious = 60621 / 190990 = 32%
Rv = 0.05 + 0.009(32) = 0.34 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.34 in/in) x (190,990 sq-ft) = 19860 cu-fit
Total Volume = 19860 — 4673 = 15187 cu-ft
Use 15187 cu-ft, which is greater than 8117 cu-ft
Quality Volume Required by Infiltration BMP (Drainage Area 4 and Remaining Bioretention):
Total Volume to be Provided by Infiltration BMP = Total Volume Required + Remaining
Volume from Bioretention Basins = �?1 + 6,229 = 21,416 cu-ft
1511'd"l
Total Volume Provided in Infiltration BMP for Quality = 21,515 cu-ft OK
Drawdown Time
Time = Water Quality Volume/2 x Infiltration Rate x Area
Time = 21416 cf/2 x 4.59 inches/hour x 1/12 x 7625 sf= 3.67 hours = 0.15 days
10-year, 24-hour storm (Drainage Areas 1 — 4)
Use "Simple Method" by Schueler to Determine Runoff Volume for 6.89-inches:
Site Area = 281,201 sf
Impervious = 105,996 sf
Runoff Coefficient = Rv = 0.05 + 0.009(l)
1= Percent Impervious = 105996/281201 = 38%
Rv = 0.05 + 0.009(38) = 0.39 in/in
Page 8
SEP 0 8 2010

CDC COURTHOUSE BAY
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (6.89 in rainfall)/(12 in) x (0.39 in/in) x (281201 sq-ft) = 62,968 cu-ft
Total Volume Required to be Infiltrated = volume - volume in bioretention basins
= 62,968 — 6,269 = 56,699 cu-ft
Infiltration Rate = 9.18/2 = 4.59 in/hr
Total Volume Infiltrated in 24-Hours = (4.59 in/hr x 7625 sf x 24 hr x l ft/12 in) = 69,998 cf
69,998 > 56,699, no bypass required
Small Infiltration BMP (Drainage Area 5):
Predevelopment:
Total Area — 2.17 acres
Impervious - 0.67 acres C = 0.95
Grass = 1.50 acres C = 0.30
1-Yr, 24-Hour Storm
Pre — 1.07 cfs
Time of Concentration
Kirpich Chart for Overland Flow:
L= 660 ft Height = (38.7 — 36.5) = 2.2' T, = I I x 2 = 22 minutes
Total T, = 22 minutes
Rainfall Intensity
- Wilmington I-D-F Curve, 10-Year Stonn, 22 minutes 1 = 4.3 in/hr
Allowable Discharge
Q (I0-Year)= CAI = [(0.30 x 1.50) + (095 x 0.67)] x 4.3 = 4.67 cfs
Page 9 1
SEP 0 8 2010
i

CDC COURTHOUSE BAY
Postdevelopment:
Total Area — 2.17 acres
Impervious — 0.96 acres C — 0.95
Grass = 1.21 acres C = 0.30
1-Yr, 24-Hour Stonn
Post — 2.06 cfs
Time of Concentration
Seelye's Chart for Overland Flow:
L=10ft Slope =(39.7-39.6)/10=1% T,=5minutes
Kirpich Chart for Ditch Flow:
L = 580 ft Height = (39.6 — 38.0) = 1.6' T, = 10 minutes
Total T, = 15 minutes
Temporary water Quality Volume Required
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 94,584 sf
Impervious = 42,000 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 42000/94584 — 44%
Rv = 0.05 + 0.009(44) = 0.45 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(12 in) x (0.45 in/in) x (94584 sq-ft) = 5273 cu-ft
Use "Simple Method" by Schueler to Determine Runoff Volume for 1-year, 24-hour Storm:
Predevelopment:
Site Area = 94,584 sf
Impervious = 29,025 sf
Page 10
SPP 0 8 2010

CDC COURTHOUSE BAY
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 29025/94584 = 31 %
Rv = 0.05 + 0.009(31) = 0.33 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.33 in/in) x (94584 sq-ft) = 9546 cu-ft
Postclevelopment:
Site Area = 94,584 sf
Impervious = 42,000 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 42000/94584 = 44%
Rv = 0.05 + 0.009(44) = 0.45 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.45 in/in) x (94584 sq-ft) = 13017 cu-ft
Total Volume = 13017 — 9546 = 3471 cu-ft
Use 5273 cu-ft, which is greater than 3471 cu-ft
Total Volume Provided in Infiltration BMP for Quality= 5281 cu-ft OK
Drawdown Time
Time = Water Quality Volume/2 x Infiltration Rate x. Area
Time = 5281 cf/2 x 1 inch/hour x 1 /12 x 4550 sf = 7 hours = 0.29 days
Page 11
S E P 8 2 010

CDC COURTHOUSE BAY
Summary of Results:
Large Infiltration Basin:
Allowable Outflow (10-Year Stone) = 8.13 cfs
Outlet Structure — 3.5 foot x 0.43 foot Rectangular Orifice at Elevation 31.40
— Inlet Box at Elevation 32.50 (overflow elevation)
Peak Outflow for 10-Year Stone = 7.18 cfs at Elevation 32.38 feet
Small Infiltration Basin:
Allowable Outflow (I0-YearStorm) = 4.67 cfs
Outlet Structure — 3.5 foot x 0.33 foot Rectangular Orifice at Elevation 35.55
— Inlet Box at Elevation 36.55 (overflow elevation)
Peak Outflow for 10-Year Stone = 3.81 cfs at Elevation 36.02 feet
Page 12 —
' SEP 0 8 2010
I

Type.... Unit Hyd. Summary Page 7.03
Name..... INFILTRATION PRE Tag: 1 Event: 1 yr
File.... K:\Job-Files\2010\10016\Calcs\INFILT 1 YR NO RAIN.PPW
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.6700 in
Rain Dir. = K:\Job-Files\2010\10016\Calcs\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\Job-Files\2010\10016\Calcs\
HYG File - ID = - INFILTRATION PRE 1
Tc = 23.00 min
Drainage Area = 6.450 acres Runoff CN= 49
Computational Time Increment = 3.067 min
Computed Peak Time = 757.47 min
Computed Peak Flow = .33 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 756.00 min
Peak Flow, Interpolated Output = .33 cfs
---------- __________________________________
DRAINAGE AREA
ID:INFILTRATION PRE.
CN = 49
Area = 6.450 acres
S = 10.4082 in _
0:2S = 2.0816 in
Cumulative Runoff
-------------------
.2103 in
4924 cu.ft
HYG Volume... 4923 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration, Tc =
23.000
min (ID:
INFILTRATION PRE)
Computational
Incr, Tm =
3.067
min = 0.20000
Tp
Unit
Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K =
483.43/645.333, K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved
from K = .7491)
Unit
peak, CIP =
19.06
cfs
Unit
peak time Tp =
15.333
min
Unit
receding limb, Tr =
61.333
min
Total
unit time, Tb =
76.667
min
SIN: 321201907096 C. Allan Danforth, Inc.
Pond Pack Ver. 9.0046 Time: 1:15 PM Date: 9/7/2010
SEP 08 2010

Type.... Unit Hyd. Summary Page 7.03
Name.... INFILTRATION PST Tag: 1 Event: 1 yr
File.... K:\Job-Files\2010\10016\Calcs\INFILT 1 YR NO RAIN.PPW
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.6700 in
Rain Dir = K:\Job-Files\2010\10016\Calcs\
Rain File -ID = - TypeIIl 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\Job-Files\2010\10016\Calcs\
HYG File - ID = - INFILTRATION PST 1
To = 15.00 min
Drainage Area = 6.450 acres Runoff CN= 67
Computational Time Increment =
2.000
min
Computed Peak Time =
732.00
min
Computed Peak Flow =
4.69
cfs
Time Increment for HYG File =
3.00
min
Peak Time, Interpolated Output =
732.00
min
Peak Flow, Interpolated Output =
4.69
cfs
DRAINAGE AREA
ID:INFILTRATION PST
CN = 67
Area = 6.450 acres
S = 4.9254 in
0.2S = .9851 in
Cumulative Runoff
-------------------
.9472 in
22178 cu.ft
HYG Volume... 22179 cu.ft (area under HYG curve)
**"*" SCS UNIT HYDROGRAPH PARAMETERS ****"
Time
Concentration,
To =
15.000
min (ID:
INFILTRATION PST)
Computational
Incr,
Tm =
2.006
min = 0.20000
TP
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
gp =
29.23
cfs
Unit
peak time
Tp =
10.000
min
Unit
receding limb,
Tr =
40.000
min
Total
unit time,
Tb =
50.000
min
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 1:14 PM
Date: 9/7/2010
SEP 0 8 2010

Type.... Mod. Rational Graph Page 12.02
Name.... SUBAREA 10 Tag: wi110 Event: 10 yr
F,ile.... K:\Job-Files\2010\10016\Calcs\INFILTRATI0N NO RAIN.PPW
Storm... Wilmington 10 Tag: wi110
MODIFIED RATIONAL METHOD
---- Graphical Summary for Maximum Required Storage ----
Method I
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
+ RETURN FREQUENCY: 10 yr Allowable Outflow: 8.13 cfs
'C' Adjustment: 1.000 Required Storage: 12637 cu.ft +
--------------------------------------------------------------------
Peak Inflow: 9.29 cfs
* .HYG File: wi110 +
Q I Td = 52.00 min I Return Freq: 10 yr
/------- Approx. Duration for Max. Storage ------/ C adj.factor:1.000
Tc= 15.00 min
I = 5.0000 in/hr
Q = 16.95 cfs
Required Storage
-- 12637 cu.ft
x x x x x x xJx x x x x x x x x x x
x
Area = 6.450 acres
Weighted C = .521
Adjusted C = .521
Td= 52.00 min
I = 2.7400 in/hr
Q = 9.29 cfs
x
o Q = 8.13 cfs
x 0 x (Allow.0utflow)
x o
x O NOT TO SCALE x
x O
O x
53.87 min T
SIN: 321201907096 C. Allan Bamforth, Inc.
POndPack Ver. 9.0046 Time: 1:11 PM Date: 9/7/2010
SEP 0 8 207,
,0

Type.... Vol: Elev-Area Page 9.01
Name.... POND 10
File.... K:\Sob-Files\2010\10016\Calcs\INFILTRATION NO RAIN.PPW
Elevation
Planimeter Area
Al+A2+sgr(A1'A2)
Volume
Volume Sum
(ft)
(sq.in) (sq.Et)
(sq.ft)
(cu.ft)
(cu.ft)
__-------___
29.00
________________
----- 7620
0
0
0
34.50
----- 14575
32734
60012
60012
POND VOLUME EQUATIONS
Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) . (EL2-EL1) - (Areal + Area2 + sq. rt. (Areal'Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 1:11 PM Date: 9/7/2010
SFP 0 S 2010

Type.... Outlet Input Data Page 10.01
Name.... Outlet 2
File.... K:\Job-Files\2010\10016\Calcs\INFILTRATION NO RAIN.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 29.00 ft
Increment - .20 ft
Max. Elev.= 34.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall El, It E2, It
----------------- ---------------------_-------
Orifice-Area ---> TW 31.400 34.500
TW SETUP, DS Channel
S/N: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 1:11 PM Date: 9/7/2010
L�EP

Type.... Outlet Input Data j Page 10.02
Name.... Outlet 2
File.... R:\Sob-FileS\2010\10016\Calcs\INFILTRATION NO RAIN.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
=
Structure Type
= Orifice -Area
------------------------------------
# of Openings
= 1
Invert Elev.
= 31.40
ft
Area
= 1.5050
sq.ft
Top of Orifice
= 31.83
ft
Datum Elev.
= 31.40
ft
Orifice Coeff.
_ .600
Structure 'ID = TW
Structure Type = TW SETUP, US Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW tolerance =
.01
ft
Max.
TW tolerance =
.01
ft
Min.
HW tolerance =
.01
ft
Max.
NW tolerance =
.01
ft
Min.
Q tolerance =
.10
cfs
Max.
Q tolerance =
.10
cfs
SIN: 321201907096 C. Allan Bamforth, Inc. ---- - —
PORdPack Ver. 9.0046 Time: 1:11 PM Date: 9/7/2010 -
SEP 0 8 2010.

Type.... Pond E-V-Q Table Page 11.01
Name.... POND 10
File.... K:\Job-Files\2010\10016\Calcs\INFILTRATION NO RAIN.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\Job-Files\2010\10016\Calcs\
Inflow HYG file = NONE STORED - POND 10 IN wi110
Outflow HYG file = NONE STORED - POND 10 OUT wi110
Pond Node Data = POND 10
Pond Volume Data = POND 10
Pond Outlet Data =.Outlet 2
No Infiltration
INITIAL CONDITIONS
Starting
WE Elev =
31.40
ft
Starting
Volume =
21515
cu.ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cES
Starting
Total Qout=
.00
cfs
Time Increment =
3.00
min
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t +
O
ft
------------------------------------------------------------------------------
cfs
cu.ft
sq.ft
cfs
cfs
cfs
29.00
00
0
7620
.00
.00
.00
29.20
.00
1545
7834
.00
.00
17.17
29.40
.00
3134
6050
.00
.00
34.82
29.60
.00
4766
8270
.00
.00
52.95
29.80
.00
6442
-
8493
.00
.00
71.58
30.00
.00
8163
8718
.00
..00
90.70
30.20
.00
9929
8947
.00
.00
110.33
30.40
.00
11742
9178
.00
.00
130.47
30.60
.00
13601
9413
.00
.00
151.12
30.80
.00
15507
9650
.00
.00
172.30
31.00
.00
17461
9890
.00
.00
194.01
31.20
.00
19464
10134
.00
.00
216.26
31.40
.00
21515
10380
.00
.00
239.05
31.60
2.21
23616
10629
.00
2.21
264.61
31.80
4.42
25767
10881
.00
4.42
290.72
32.00
5.61
27968
11136
.00
5.61
316.37
32.20
6.48
30221
11395
.00
6.48
342.27
32.40
7.24
32526
11656
.00
7.24
368.65
32.60
7.93
34884
11920
.00
7.93
395.53
32.80
8.57
37294
12187
.00
8.57
422.95
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 1:12 PM Date: 9/7/2010
SEP 0,8 2010--�
E r_.- ---- -.-

Type.... Pond E-V-Q Table Page 11.02
Name.... POND 10
Eile.... K:\Job-Files\2010\10016\Calcs\ INFILTRATION NO RAIN. PPW
LEVEL POOL ROUTING DATA
HYG Dir =
K:\Job-Files\2010\l0016\Calcs\
Inflow HYG file =
NONE STORED -
POND 10
IN
wi110
Outflow HYG file =
NONE STORED -
POND 10
OUT
wi110
Pond Node Data =
POND 10
Pond Volume Data =
POND 10
Pond Outlet Data =
Outlet 2
No Infiltration
INITIAL CONDITIONS
---"'----------------------------
Starting WS Elev
= 31.40 ft
Starting Volume
= 21515 cu.ft
Starting Outflow
= .00 cfs
Starting Infiltr.
_ .00 cfs
Starting Total gout= .00 cfs
Time Increment
= 3.00 min
Elevation Outflow
Storage
Area
Infilt.
Q Total
2S/t +
0
ft cfs
cu.ft
sq.ft
cfs
cfs
cfs
------------------------------------------------------------------------------
33.00 9.16
39759
12456
.00
9.16
450.93
33.20 9.72
42277
12729
.00
9.72
479.47
33.40 10.24
44851
13005
.00
10.24
508.59
33.60 10.74
47480
13284
.00
10.74
538.29
33.80 11.22
50164
13566
.00
11.22
568.60
34.00 11.68
52906
13850
.00
11.68
599.52
34.20 12.12
55705
14138
.00
12.12
631.06
34.40 12.55
58561
14429
.00
12.55
663.23
34.50 12.75
60012
14575
.00
12.75
679.55
I
SIN: 321201907096 C. Allan Hamforth, Inc. --.
PondPack Ver. 9.0046 Time: 1:12 PM Date: 9/7/2010
SEP 0 8 2010

Type.... Pond Routing Summary Page 11.05
Name.... POND 10 OUT Tag: wi110 Event: 10 yr
File.... K:\Job-Files\2010\10016\Calcs\INFILTRATION NO RAIN.PPW
Storm... Wilmington 10 Tag: wi110
LEVEL POOL ROUTING SUMMARY
HYG Dir = K:\Job-Files\2010\10016\Calcs\
Inflow HYG file = NONE STORED - POND 10 IN wi110
Outflow HYG file = NONE STORED - POND 10 OUT wil10
Pond Node Data = POND 10
Pond Volume Data = POND 10
Pond Outlet Data = Outlet 2
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
31.40
ft
Starting
Volume =
21515
cu.ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
3.00
min
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
9.29
cfs at 15.00 min
Peak
Outflow =
7.18
cfs at 54.00 min
-----------------------------------------------------
Peak
Elevation =
32.38
ft
Peak
Storage=
32330
cu.ft
MASS BALANCE (cu.ft)
+ Initial Vol = 21515
+ HYG Vol IN = 28978
- Infiltration = 0
- HYG Vol OUT = 28976
- Retained Vol = 21517
Unrouted Vol = -
cu.ft (.000% of Inflow Volume)
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 1.:12 PM Date: 9/7/2010
ISFP 0 8 2010

CDC COURTHOUSE BAY
Rain Harvesting Calculations:
Rain Harvesting Data:
Total Roof Area = 33,400 sq-ft
Total Water Closets (WC) = 29
WC Use per Occupant = 3 times/person/day
Maximum Occupancy = 315 Students
85 Staff
Determine Drawdown Time:
10,000 gallon tank/daily consumption
Total Usage Per Day for.29 CDC Water Closets
= 1.6 gallons/flush x 3 flushes/day x 400 occupants = 1,920 gal/day
Total Days to Drawdown = 10,000/1920 = 5.2 days, approximately 5 days
Use 10,000 gallon tank
Determine First Flush Size for Pollutant Removal Before Tank:
Per Manufacturer's Instructions:
Use 0.02 gallon/square feet for moderate pollution = 0.02 x 30,400 = 608 gallons
Size Pipes — (6) 12" pipes at 18 feet in length = 6 x 106 gallons = 636 gallons
�SEP 0 8 2010

MEMORY TRANSMISSION REPORT
TIME :09-01-'10 12:31
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
564
DATE
09.01
12:29
TO
: 8 919104512976
DOCUMENT PAGES
3
START TIME
09.01
12:29
END TIME
09.01
12:30
PAGES SENT
�:/'3�
STATUS
aK
*** SUCCESSFUL TX NOTICE ***
A G E& ANNorth Carolina Department of Environment and Natural Rasourcas
Dlvlslon Cf water Quality
Beverly Eaves Pardue Colaan H. Sulllna Dan Freeman
Oovomor Director Sacrntary
Soptombor 1, 2010
Carl Oak_er, Jr.,l P.E., Deputy -Public Works Officer
C P , 1006
0 noMichael
8omd C'
547
nc".ct: a .... a R.q... V for Additional Information
Stormwater ProJact No. SWa 100502
P-1357 Child Uavalopm.nt Cantor Courthouse Bay
Onalow County
Boar Mr. 13ekar:
Tha Wilmingtcn Raglonal Offlce racalvad previously raquaated information regarding tha pending
Expross Stormm wator Managamant Parlt Application for P-1351r CDC Courthouse Bay on August
27. 2010- A pralimin ary revlaw of that Information has dotermin.d that the application in not
complota. Tha following Information is needed to continua the stormw.t.r review:
1 . Plaaso submit a total of 2 sets of th. ravisad plans. Only one set we. racaivad.
2. Aa previously requested. pleasa pick up only that fraction of tha rccf area that would
ganarnta a volume, aquivalant to the, cistarn voluma (with the minimum factor of safety
'applied) and have the neat of the roof diractly collected to the Infiltration basin rather than
col lactad as the bypass." runoff from the cistarn. Tha Rainwater Harvesting guldanca
isaued on September 22. 2008, indicates that a clatarn must ba alzod for the roof area
being diractad to It. Tha only overflow from the cistern should ba the excess design storm,
not the cxcasa flow from the design storm bacauaa the clatarn isn't large enough to
accommodate it.
3. Tha ralnwatcr harvasting au,plarnant still reports 3.5" as the 1 year 24 hour atcrrrt. Tha
required factor of safety has boon markod N/A and tha 1 .5- voluma calculation Is
Incorrect, baaco on tho Rainwater Harvesting guidance Issued on September 22. 2008.
Ploasa correct Lhasa itama.
A. Pleas. Identify the BMP'a in the revised calculations by thalr ccrroaponaing Orainago
Ara. numb.,.
5. Tha drainage annes and built -upon crone roported on the application must match up to
the supplamante, calculations and plans. In particular, the drama,. area and 13UA
reported on the suppplament for B12-1 do not match Section 1V-1 O of the application.
Ploasa check .11 of them as 1 may have, mlasod one or two-
s. Plaase ndd the roof are. b.ing dlrect.d to tn. Infiltration baaln In MA-5 to the application
a0 built -upon area and cdd It to the draina,6 area as wall. Tha earn. amount of built -upon
.ran an" drainage aroa should be, ramovad from the cistern In OA-4 on the application.
wo..�aw..: o`n.,:e v... wu,.,i
"°�"". �'M G'��•�8'O° 7�ne
hCaro na
r.o.<ietoaeeaz+� t rYx. otoaw-zoos r c�..m�..er sa.m. t.a».eza.e>ae
1, atu4471111

MEMORY TRANSMISSION REPORT
TIME :09-01-'10 12:32
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
565
DATE
09.01 12:30
TO
S 917 5762 57434
DOCUMENT PAGES
3
START TIME
09.01 12:31
END TIME
09.01�12:32
PAGES SENT
STATUS
OR
***
SUCCESSFUL TX NOTICE ***
RAW
North Carolina Department
of Environment and Natural Resources _-
Oivlalon of Water Quality
Beverly Eaves Pardue Cclesn H. Sullins Osa Fm man
Governor Olractor -- Sacratery
Saptambor 1, 2010
Carl Baker, Jr., P.E.. Deputy Public Worka Ofncar
MCB Camp Lo euna
lgg1005 mp LojeunoNC a Ca26547
n.w..t: 9000nd Roque for Additional Information �+S_7//��
Stormwatar Pro act No. SWB 100502
P-1357 Child Usvalopmant Cantor Qou Rhouma Bay /
Onalow County \ /
Omar Mr. Baker: A
Tha Wilmington Regional Offlca.tC Brad prevlorsly .forested In form titian ragaMing the'pahomst
Express Stormwatar Management Pafnit Application for P-1357 CUC Courthouse Bay on.Aufluat
27, 2010. A pralknlnary review of that Information has daterminad that the application Is not
complata. Tha following Information is needed to continuo ltta stormwater raviaw:
1 . Please submit a total of 2'sets of the revised plans. Only one act was received-
2- As prmvioualy requested. please pick up only that fraction cf the roof area that would
generate a volume equivalent to the cistern volume (with tha minimum factor of safety
appplied) and have the rest of the roof directly collected to tha infiltration basin rather then
collactad as the bypassed runoff from the clatern. Tho Rainwater Harvesting guidance
Ianumd. on Saptambar 22. 2008. indicmtas that a cistarn most ba sized for the roof area
being directed to it. Tha only overflow from the clatern should be the excmes ciaaign storm.
not the axcaam flow from the design storm because the cistern isn't largo enough to
3. Tho ralnwntor harvesting supploment alill reports 3.5" as the 1� yasr 24 hour atorm. Tha
required factor of sofmty has bean markad "/A and the 1.5" volume calculation is
Inoorrect, basad on tho Rainwater Harvesting guidance issued on Saptambar 22. 2008.
Ploasa correct theam items.
4. Plcasa Identify the BMP's in the rovisad calculations by their corresponding Orainagc,
Araa numbor.
5. Tha drainage areas and built -upon areas reported on the application must match up to
tha supplamants, calculeticnm and plane. In particular, the dralnngc area and BUA
reported on the aupplament for BR-1 do not match Saction "-10 of the application.
Please check all of them as 1 may have miasma one or two.
B. Plcaaa add the roof area being directed to the infiltretion basin in OA-5 to the application
tie built -upon area and add It to the drainage area an wall. The same amount of buik-upon
area and drainage area should be remnvaci fmm the cistern in MA-4 on the application.
IJZrC mlronl �dMnE bn��len. WllmYpbn. NwY, Cnrvllne HBeO6 O
rw.e:v�o-�aa-�a me �rnx: vioxo-soo+�c�.e�eme. se..be: ia»-ez�a-rm N hCaroSAna
I-atural1ly

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
.Beverly.Eaves Perdue Coleen H. Sullins
Governor Director
September 1, 2010
Carl Baker, Jr., P.E., Deputy Public Works Officer
MCB Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Second Request for Additional Information
Stormwater Project No. SW8 100502
P-1357 Child Development Center Courthouse Bay
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received previously requested information regarding the pending
Express Stormwater Management Permit Application for P-1357 CDC Courthouse Bay on August
27, 2010. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
1. Please submit a total of 2 sets of the revised plans. Only one set was received.
2. As previously requested, please. pick up only that fraction of the roof area that would
generate a volume equivalent to the cistern volume (with the minimum factor of safety
applied) and have the rest of the roof directly collected to the infiltration basin rather than
collected as the bypassed runoff from the cistern. The Rainwater Harvesting guidance
issued on September 22, 2008, indicates that a cistern must be sized for the roof area
being directed to it. The only overflow from the cistern should be the excess design storm,
not the excess flow from the design storm because the cistern isn't large enough to
accommodate it.
3. The rainwater harvesting supplement still reports 3.5" as the 1 year 24 hour storm. The
required factor of safety has been marked N/A and the 1.5" volume calculation is
incorrect, based on the Rainwater Harvesting guidance issued on September 22, 2008.
Please correct these items.
4. Please identify the BMP's in the revised calculations by their corresponding Drainage
Area number.
5. The drainage areas and built -upon areas reported on the application must match up to
the supplements, calculations and plans. In particular, the drainage area and BUA
reported on the supplement for BR-1 do not match Section IV-10 of the application.
Please check all of them as I may have missed one or two.
6. Please add the roof area being directed to the infiltration basin in Di to the application
as built -upon area and add it to the drainage area as well. The same amount of built -upon
area and drainage area should be removed from the cistern in DA-4 on the application.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: www.nmaterquality,org
An Equal Opportunity \ Affirmative Action Employer
NorthCarolina
Natumilly

Mr. Baker
,
September 1, 2010
Stormwater Application No. SW8 100502
7. For the two bioretention cells that are supposed to have trees and shrubs,
please specify.a minimum of one (1) tree species, three (3) shrub species and
three (3) herbaceous groundcover species on the planting plan, as described
in Section 12.3.8 in Chapter 12 of the BMP Manual. The plant density is 400
stems per acre of bioretention area while maintaining the ratio of 1 tree for
every 3 shrubs. For BR-1 with an area of 3990 square feet, you would need
37 stems total. Only 17 are currently proposed on the supplement. Please
revise the bioretention supplements and the landscape plans to include trees
and shrubs and the types of herbaceous groundcover.
8. The PondPack stage -storage outputs for the bioretention cells start at
elevation 36.3 and end at elevation 37.4, but the details on sheet CG512
indicate that the bottom elevation (where the ponding begins) is 36.7. You
cannot claim storage volume in the media below elevation 36.7. If the top of
the grass layer is 36.7 and the design ponding depth is 12", as specified on
the supplements, then the temporary pool elevation (where the ponding ends)
must be 37.7. The volume between 36.7 and 37.7 is the "volume provided" to
report on the supplement. Please note that the supplement for BR-1 reports a
bottom elevation of 36.7, a ponding depth of 12", but a temporary pool
elevation of only 37.4. Please revise the stage -storage calculations, and/or
make adjustments to the BR cell elevations and revise the supplements
accordingly.
9. Please provide the 10 year storm calculations for the new infiltration basin in
DA-6, or provide an offline bypass for the excess design storm to a level
spreader with a vegetated filter strip.
10. The proposed grading of the built -upon surfaces surrounding BR-1 and BR-2
appears to be a constant slope from the parking spaces nearest the building
to the bioretention cells. The inlet grate elevations are right in line with that
constant slope such that some runoff would drain into them and bypass the
bioretention cells. As previously indicated, there is no need to have these
inlets as the piping serves only to direct the overflow from the bioretention
cells to the infiltration basin. They need to either be changed to junction boxes
to prevent the runoff from bypassing the BR cells, or the grading plan needs
to be revised to redirect runoff around the grates and/or raise the grate
elevations sufficiently to prevent runoff from entering the inlets.
11. Due to the application deficiencies, please submit a reapplication fee of
$500.00. The initials in the margin adjacent this item indicate that the
.stormwater supervisor has read this letter and approves of the additional
information fee.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to September
8, 2010, or the application will be returned as incomplete and will no longer be eligible
for review in the Express program. .
Page 2 of 3

Mr. Baker
September 1, 2010
Stormwater Application No. SW8 100502
If you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Stormwater Supervisor, Georgette Scott, at the
address and fax number at the bottom of this letter. Please note that if the next
submission does not adequately address the questions and deficiencies in this letter,
the project may be returned. If that occurs, you will need to reschedule the project
through the Express coordinator for the next available review date, and resubmit all of
the required items, including the application fee. Any Express review fees paid to date
will be forfeited at that time.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please address all packages and cover letters to the reviewer, label them as "Express"
and reference the project name and State assigned project number on all
correspondence. Any original documents that need to be revised have been returned to
the engineer or agent. All original documents must either be revised and returned, or
new originals must be provided. Copies are not acceptable.
If you have any questions concerning this matter please feel free to call me at (910)
796-7301 or email me at linda.lewis cDncdenr.gov.
Sincerely,
X�n'
Linda Lewis
Environmental Engineer III
GDS/arl: S:\wqs\stormwater\addinfo\2010\100502-2.aug10
cc: Anna Lee Bamforth, P.E.
Wilmington Regional Office Stormwater File
Page 3 of 3

Lewis,Linda
From:
Lewis, Li nda
Sent:
Tuesday, August 31, 2010 2:41 PM
To:
Bamforth, Anna Lee
Cc:
Scott, Georgette; Russell, Janet
Subject:
CDC Courthouse Bay SW8 100502
Anna:
The Division received the revised application materials for the subject Express project on August 27, 2010. 1
still have a few problems with the application:
1. Only 1 set of the revised plans was submitted. For all applications, modifications, plan revisions and
addinfo resubmittals, a minimum of 2 sets of plans are required.
2. As previously requested, please pick up only that fraction of the roof area that would generate a volume
equivalent to the cistern volume and have the rest of the roof directly collected to the infiltration basin
rather than collected as the bypassed runoff from the cistern.
3. Please identify the BMP's in the revised calculations by their corresponding Drainage Area number.
4. The drainage areas and built -upon areas reported on the application must match up to the supplements
which in turn must match up to the calculations and plans. In particular, the drainage area and BUA
reported on the supplement for BR-1 do not match what is reported in Section IV-10 on the application.
Please also add that portion of the roof area (28,390 sf) that is accounted for in the infiltration basin in
DA-5 to the application as built -upon area and remove that same area from the built -upon area listed
for the cistern in DA-4. There may be others that I've missed.
5. For the two bioretention cells that have trees & shrubs please specify a minimum of one (1) tree
species, three (3) shrub species and three (3) herbaceous species. The plant density is 400 stems per
acre of bioretention area, maintaining the ratio of 1 tree:3 shrubs:3 groundcover. For BR-1, with an area
of 3990 sf (.0916 acres) you would need a minimum of 37 stems total. Only 17 are proposed. Please
revise the supplements for BR-1 and BR-2 to include the number of plantings for shrubs and
herbaceous cover.
6. The PondPack stage -storage outputs for the bioretention cells start at elevation 36.3 and end at
elevation 37.4, but the details on sheet CG512 indicate that the bottom elevation in each cell is 36.7
and the top elevation is 37.7. If you use a ponding depth of 12", and have a bottom elevation of 36.7,
the top elevation must be 37.7, not 37.4. Based on the elevation changes, please revise the volume
provided in each BR cell.
7. The rainwater harvesting supplement still reports 3.5" as the 1 yr 24 hr storm.
8. Please provide the 10 year storm calculations for the new small infiltration basin in DA-6.
This email will be written up and sent as a formal second request for additional information. I will discuss the
additional information fees with my supervisor. Please understand that this will be the last request for additional
information in the Express program. If there are significant additional information items as a result of the next
and final submission, the project will have to be returned and resubmitted to the regular program for permitting.
All previously paid Express permit fees are forfeited.
Linda

Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

,w�ubHT ANNA LEE BAMFORTH, P.E., L.S.
C. ALLAN BAMFORTH, JR., P.E., L.S.
o •� p � LINDA Z. BAMFORTH
RICHARD E. GARRIOTT, P. E.
RICHARD W. CLARK, L.S.
sl.R� DAVID W. CAMPBELL
C. ALLAN BAMFORTH, JR.
ENGINEER - SURVEYOR, LTD.
EST, 1977
August 26, 2010
Ms. Linda Lewis
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
RE: Express, Stonnwater Application No. SW8 100502
P-1357 Child Development Center Courthouse Bay (10.016)
Dear Ms. Lewis,
Please find attached an additional $1000.00 review fee; one (1) copy of revised plans; one (1)
copy of the revised SWU-101 SW application; one (1) copy of revised BMP calculations; one (1)
copy of revised rain harvesting calculations; one (1) copy of revised BMP supplements; one (1)
copy of the soils report for additional BMP; and one (1) copy of revised storm calculations. Our
responses to'NCDENR comments received August 20, 2010 are as follows:
The credits assigned to the cistern and to the permeable pavement are BUA reduction credits.
This means that the net overall BUA used to calculate the required volume in the BMP's is
reduced down by the amount of BUA able to be treated by the permeable pavement and the
cistern. In this case, the permeable pavement credit reduces the pavement BUA from 18,342
square feet to 12,839 square feet and the cistern reduces the roof BUA from 33,400 square feet to
28,390 square feet. Please note that the small size of the cistern doesn't provide much roof BUA
reduction credit. Now we have our starting point for determining the 1 year 24 hour pre/post
volume for the bioretention cells and the minimum infiltration basin size and the 10 year volume
to be handled by the infiltration basin.
1. As indicated above, the minimum volume calculation should take into account the BUA
credits due to the use of permeable pavement and the cistern. Since the cistern is only
sized for 1337 cubic feet, which is about 15% of the required minimum, you can only
reduce the BUA by about 15% of the total roof area, or 5,010 sf. The roof BUA that
=would have to stay in the infiltration basin minimum volume calculation would be 33,400
AUG 2 7 2010- 50110 = 28,390 square feet. Depending on what you decide to do with the underdrains,
2207 HAMPTON BOULEVARD, NORFOLK, VIRGINIA 23517 1 P.O. BOX 6377, NORFOLK, VIRGINIA 23508
TEL: [phone] FAX: [phone] E-MAIL: [e-mail]

August 2.6, 2010
Ms. Linda Lewis
NCDENR
Division of Water Quality
P-1357 Child Development Center Courthouse Bay
Page 2
the minimum volume to be provided in the infiltration basin can be further reduced by the
volume provided in the bioretention cells.
85% of the roof area has been accounted for in the infiltration basin calculations for both
quality and quantity.
2. The bioretention cell (BR) supplements indicate that the required 2 foot separation to the
SHWT has not been met however the details on sheet CG512 appear to contradict this.
This was discussed at our meeting and the consultant was to look into and provide
corrected supplements however, corrected bioretention supplement forms have not been
received. Please verify that the bioretention cells can maintain a minimum 2 foot
separation from the bottom of the cell to the SHWT. If the SHWT is less than 2 feet
below the bottom, the volume in the bioretention cells cannot be credited in the
downstream infiltration basin volume sizing.
The bioretention forms have been updated and are attached Appropriate separation
from the SHWT is provided and the cells have been included in the sifting of the
infiltration basin.
3. The use of underdrains below the bioretention cells for this particular project needs to be
reconsidered. The underdrain simply recollects a good portion of the runoff volume that
is "infiltrated" through the BR cell and directs it into the downstream infiltration basin,
essentially wiping out any volume credit. In order to reduce the minimum required
volume to be provided in the downstream infiltration basin, please remove the
underdrains. Alternatively, the underdrains could be directed to a separate infiltration
basin sized to accommodate either the additional required 1 yr 24 hour pre/post volume
with bypass to a 50' vegetated filter, or for the additional required 10 year volume if there
is no bypass or filter. If the underdrains are not removed or redirected, credit for the
volume of the bioretention cells cannot be given in the downstream infiltration basin.
The underdrains have been removed.
4. If the infiltration basin carries the treatment load alone, it will have to be resized to
provide storage for a minimum of the pre -post difference for the I year 24 hour storm, as
is required for all BMP's within %z mile of SA waters, regardless of the basin's ability to
handle the 10 year storm. As currently designed, the infiltration basin does not provide
sufficient volume to meet this minimum.
The BMP provides storage for the pre -post difference of the L yr, 24-hr storm. The
quantity volume for the 10 year storm event is routed above that volume.
5. The bioretention cell details on sheet CG512 indicate they are designed with a 3' media
depth, however, the supplement form indicates that this is a grassed cell which requires
only a 2' media depth and no trees or shrubs. If SHWT is a problem, I suggest revising
the detail for a 2' media depth. However there appear to be Wax Myrtles specified in the
planting plan for the BR cells. If you want to plant shrubs, you would need to revise the
supplement form and calculate and report the minimum number of plantings. If you stay
with a grassed cell, please remove all references to Wax Myrtles on the planting plan,
leaving only the specified grass cover.
AUG 2 7 2010
BY:

August 26, 2010
Ms. Linda Lewis
NCDENR
Division of Water Quality
P-1357 Child Development Center Courthouse Bay
Page 3
Bioretention areas 1 and 2 have trees and 3 is grassed. The supplements have been
revised.
6. Please split out the effective permeable pavement BUA from the rest of the parking lot
surface in DA-I and DA-2 on the application. Please report the permeable pavement
effective BUA as a separate number in the "Other on -site" box on the application. Per the
supplement forms, there should be a total of 12,839 sf of effective BUA for the
permeable pavement reported on the application, 7,944 in DA-1 and 4,895 in DA-2.
The calculations and forms have been revised.for the appropriate BUA.
7. Please identify the permeable pavement areas on the site plan and add a symbol for
permeable pavement to the legend. There should be a total of 18,342 square feet of
permeable pavement area shown on the plans.
Symbol shown on site plan. Added symbol to legend.
8. There was no mention of the associated road widening for this project at the submittal
meeting. Per published DWQ guidance, runoff from the proposed turn lanes will need to
be addressed, and can either be accounted for in the sizing of the infiltration basin or have
a separate BMP. A road widening project associated with and proposed as part of a
specific development project is considered a common plan of development, even though
it may be in the DOT right-of-way.
The road widening area is now going to appropriate BMps and is included on the forms
and in the calculaltions.
9. The infiltration site visit has not yet been performed by our soils scientist. This site visit
is scheduled for August 25, 2010. Please complete the attached Infiltration Site Visit
Request Form and submit it back to Vincent Lewis. Based on the findings of the site visit,
changes to the proposed design may need to be made.
Site visit was performed this week and verifies our results.
10. Per the NOAA website for the reported latitude and longitude of this site, the 1 year 24
hour precipitation depth is 3.67 inches and the 10 year 24 hour precipitation depth is 6.89
inches. The consultant's calculations use a precipitation depth of 3.5" and 6.5",
respectively, resulting in smaller design volumes. Please revise the calculations to use the
NOAA precipitation depths.
Calculations and forms have been remised.
11. The infiltration basin PondPack calculations indicate that there is a 1.25 sq. ft. orifice in
the outlet structure at elevation 31.35. However, the outlet structure plan detail on sheet
CG505 shows the elevation of that orifice to be 32.4. Additionally the rim elevation on
the outlet structure detail is noted as 33.8, but the structure data table for Structure #38
(the outlet structure) on sheet CG002 shows a rim elevation of 32.25. Please correct as
needed for consistency. The volume reported on the supplement form is based on a
storage elevation of 32.4, so this would appear to be the correct elevation. Please take
into consideration any volume changes resulting from items #1 and #10, the effective
AUG 2 7 2010
BY:

August 26, 2010
Ms. Linda Lewis
NCDENR
Division of Water Quality
P-1357 Child Development Center Courthouse Bay
Page 4
BUA and the precipitation depth discrepancy. Please rerun the PondPack infiltration
basin calculations using the corrected orifice invert.
Calculations have been revised and are attached.
12. The main means of getting runoff into the BMP's appears to be sheet flow. The piping
system and drop inlets appear to be there just to take the overflows from the bioretention
areas to the infiltration pond, therefore the grated tops of the drop inlets in the parking
area need to be removed. A grated top will allow any sheet -flowing runoff to drop
directly into the overflow piping and bypass the basins. Please redesign those drop inlets
to manholes or junction boxes.
The inlets in the parking area are at grade and are not intended to take anv runoffsvaler.
13. There is no need to specify '`engineered" sand for the infiltration basin. The infiltration
rate is based on the insitu sand that will be in place once excavation is complete.
Revised note.
14. The plans show all of the roof drainage is directed into the cistern. Since the cistern is
only sized for a much smaller area, please pick up only that amount of roof area that
corresponds to the available cistern volume. The rest of the roof area should go directly to
the infiltration basin or the bioretention cells.
The entire roof is intended to go into the Rain Harvesting tank for LID. A bypass
structure is provided bc. ore the tank and the tank has an overflow.
15. Please add a dimension plan sheet, showing the dimensions of the proposed built -upon
area, including buildings, parking, sidewalks, etc.
Revised plan attached.
16. Due to the application deficiencies, please submit a reapplication fee of $1000.00.
Noted.
Please do not hesitate to contact us should you have any questions or require additional information.
Sincerely,
4-c-
Anna Lee Bamforth, P.E., L.S.
Or,272010
;;Y:

GET
GmtMrnlml • L�mlronmrnlal • Rating
TO: C. Allan Bamforth, Jr.,
2207 Hampton Blvd.
Norfolk, VA 23517
Engineer -Surveyor, Ltd.
Attn: Mr. Allan Bamforth, P.E.
RE: Report of Subsurface Investigation and Geotechnical Engineering
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
Dear Mr. Bamforth:
August 26, 2010
Pursuant to your request, representatives of GET Solutions, Inc. were on -site on
August 25, 2010 to complete a subsurface investigation within the proposed new BMP
area as shown on the attached plan. Two (2) hand auger borings designated as 1-13
and 1-14 were advanced to depths ranging from 5.5 to 8 feet below existing site grades.
The soils recovered from these, borings were generally uniform in nature and consisted
of SAND with varying amounts of silt. Based on visual classification of the soils
recovered from the borings, the estimated seasonal high water table (SHWT) was
determined to be 5.5 feet below existing site grades at boring 1-13 and 3.5 feet below
existing site grades at boring 1-14.
In -situ infiltration testing was also conducted at each of these borings (3.5 feet below
existing site grades at 1-13 and 2 feet below existing site grades at 1-14). The results of
our infiltration tests revealed infiltration rates on the order of 2 to 4 inches per hour.
We trust that the information contained herein meets your immediate need, and we
would ask that you call this office with any questions that you may have.
Respectfully Submitted,
G E T Solutions, Inc.
Glenn W. Hohmeier, P.E.
Senior Project Engineer
NC Reg. # 033529
+(H CARO gat
�O�sss�oy by
PE No.
033529
W.
415 A Western Boulevard • Jacksonville, NC 28546 • Phone: [phone] • Fax: (910)-478-_9917 _
[e-mail]
Allri 2 7 2010

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Geoteehnical -environmental •Testing
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNCIAL ENGINEERING SERVICES
P-1357 Child Development Center Courthouse Bay
MCB Camp Lejeune, North Carolina
G E T PROJECT NO: JX10-104G
June 23, 2010
Prepared for
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
2207 Hampton Boulevard
Norfolk, Virgina 23517
ATTN: Allan Bamforth, P.E.
AUG 1 0 2010
3-!: bwGL Ex
415-A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

r
GET
GmM �iulral • r,mirnnro...W1-Tafh,g
TO: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2207 Hampton Blvd.
Norfolk, VA 23517
Attn: Mr. Allan Bamforth, P.E.
RE: Report of Subsurface Investigation and Geotechnical Engineering
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
Dear Mr. Bamforth:
June 23, 2010
In compliance with your instructions, we have completed our Geotechnical Engineering
Services for the referenced project to be submitted as preliminary design information.
Additional subsurface exploration and Geotechnical Engineering services are likely to be
required once the building and site layout have been established. The results of this study,
together with our recommendations, are presented in this report.
Often, because of design and construction details that occur on a project, questions arise
concerning subsurface conditions. G E T Solutions, Inc. would be pleased to continue its
role as Geotechnical Engineer during the project implementation.
We trust that the information contained herein meets your immediate need, and we would
ask that you call this office with any questions that you may have.
Respectfully Submitted,
G E T Solutions, Inc.
I9 •,_
_ 0ESSIQ4,5209
t
Glenn W. Hohmeier, P.E.
3;F,�FtiGiNE�P
Senior Project Engineer
NC Reg. # 033529
.............
E S/0
ti. y
Camille A. Kattan, P.E.
=
SEAL
Principal Engineer
_ 014103 =
NC Reg. # 14103
; �'•, �� `� ,
Copies: (3) Client
AIIG 1 0 2010
415 A Western Boulevard • Jacksonville, NC 28546 • Phone: [phone] ! Fax: [phone]
in [e-mail]

s
Solutionswlrc.
July 1, 2010
G.WhM iwl •Gnvirnnnanmt• Tatinq
TO: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2207 Hampton Blvd.
Norfolk, VA 23517
RE: Report of Subsurface Investigation and Geotechnical Engineering
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
Amendment 1
Dear Mr. Bamforth:
Pursuant to my discussion with Dick Garriott of your office, it has come to my attention
that a typographic error exists with the pavement section of the original geotechnical
engineering report for the P-1357 Child Development Center Courthouse Bay GET
Solutions, Inc. Project No. JX10-104G dated June 23, 2010. 1 have provided revised
pages 11 and 12 to the original report which now reflect the correct Aggregate Base as
NCDOT type "ABC".
We trust that the information contained herein meets your immediate need, and we
would ask that you call this office with any questions that you may have.
Respectfully Submitted, e` \A CA%
G E T Solutions, Inc. �O assi ti�by
PE No.
033529
Glenn W. Hohmeier, P.E.
Senior Project Engineer 1 ty
NC Reg. # 033529
j 4 JG 1 0 2010
I
415 A Western Boulevard • Jacksonville. NC 28540 • Phone: [phone] • Fax: [phone]
[e-mail]

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
designed with the use of a subgrade modulus on the order of about 125 psi/in for
compacted structural fill.
It is recommended that all ground floor slabs be "floating" if no turn down slab/foundation
system is implemented. That is, generally ground supported and not rigidly connected to
walls or foundations. This is to minimize the possibility of cracking and displacement of the
floor slabs because of differential movements between the slab and the foundation.
It is also recommended that the floor slab bearing soils be covered by a vapor barrier or
retarder in order to minimize the potential for floor dampness, which can affect the
performance of glued tile and carpet. Generally, use a vapor retarder for minimal vapor
resistance protection below the slab on grade. When floor finishes, site conditions or other
considerations require greater vapor resistance protection, consideration should be given to
using a vapor barrier. Selection of a vapor retarder or barrier should be made by the
Architect based on project requirements.
4.10 Pavements:
The California Bearing Ratio (CBR) test results indicated soaked CBR values ranging from
25.6 to 33.6, having an average of 29.3. The average soaked CBR value was multiplied by
a factor of two-thirds to determine a pavement design CBR value. The two-thirds factor
provides the necessary safety margins to compensate for some non -uniformity of the soil.
Therefore, a CBR value of 19.5 should be used in designing the pavement sections. A
summary of the CBR test results and the moisture density relationship curves (Proctors) is
provided in Appendix IV. Based on our experience with similar soil conditions, the following
minimum pavement sections are typically used in this area:
I. Light Duty Pavement:
Flexible Pavement
SUBGRADE: Stable and approved by the Geotechnical Engineer.
Compacted to at least 95% of the Modified Proctor
(ASTM D 1557).
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material, size
NCDOT Type "ABC'. Compacted to at least 95% of the
Modified Proctor (ASTM D 1557).
ASPHALT SURFACE: Minimum 2.0 inches of Asphalt Concrete, NCDOT Type
S-9.5B.
I t GET

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
II. Heavy Duty Pavement:
Flexible Pavement
SUBGRADE: Stable and approved by the Geotechnical Engineer.
Compacted to at least 95% of the Modified Proctor
(ASTM D 1557).
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material, size
NCDOT Type "ABC'. Compacted to at least 95% of the
Modified Proctor (ASTM D 1557).
ASPHALT BASE: Minimum 3.0 inches of Asphalt Concrete, NCDOT Type
1119.013.
ASPHALT SURFACE: Minimum 2 inches of Asphalt Concrete, NCDOT Type
S-9.5B.
In preparation for a stable subgrade support for the pavement section, the following
construction steps are recommended:
Following pavement rough grading operations, the exposed
subgrade should be observed under proofrolling. This
proofrolling should be accomplished with a fully loaded dump
truck or 7 to 10 ton drum roller to check for pockets of soft
material hidden beneath a thin crust of better soil. Any
unsuitable materials thus exposed should be removed and
replaced with a well -compacted material. The inspection of
these phases should be performed by the Geotechnical
Engineer or his representative.
2. If excessively unstable subgrade soils are observed during
proofrolling and/or fill placement, it is expected that these weak
areas can be stabilized by means of thickening the base
course layer to 10 to 12 inches and/or the use of a Geotextile
fabric (such as Mirafi HP270 or equivalent). These alternates
are to be addressed by the Geotechnical Engineer during
construction, if necessary, who will recommend the most
economical approach at the time.
12 ` �._ `✓
AUG 1 0 2010

GET
Gtohrhniml � Lvuironrc:otlal �Ttstiny
TO: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2207 Hampton Blvd.
Norfolk, VA 23517
Attn: Mr. Allan Bamforth. P.E.
RE: Report of Subsurface Investigation and Geotechnical Engineering
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
Amendment 2
Dear Mr. Bamforth:
August 5, 2010
Pursuant to my discussion with your staff, we have reviewed the boring logs for borings
1-9 and 1-10 and have determined that the estimated seasonal high water table (SHWT)
at these boring locations was determined to be 4 feet below existing site grades or from
about 26 to 27 MSL. We have attached boring logs 1-9 and 1-10 which includes the
estimated SHWT depth.
We trust that the information contained herein meets your immediate need, and we
would ask that you call this office with'any questions that you may have.
Respectfully Submitted,
G E T Solutions, Inc.
Glenn W. Hohmeier, P.E.
Senior Project Engineer
NC Reg. # 033529
CARO"�%
r9 No.
033629
W.
AUG 1 0 2010
415 A Western Boulevard • Jacksonville, NC 28546 • Phone: [phone] • Fax: [phone]
info r+ getsolutionsinc.com

GET
BORING LOG
1-9
PROJECT: P-1357 CDC Courthouse Bay 4
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd. '
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 31
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 6-4-10
DEPTH TO WATER - INITIAL*: g AFTER 24 HOURS: a CAVING> S
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TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
HA
HA
3.7
3 Inches of Topsoil
..:...:...:...:...:...:...:...
. .. ... ...... .. ..... ..... .. .....
2
Tan to brown, moist, Poorly Graded fine to medium SAND (SP) with.:
trace Silt
2
5
4
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) wit
trace Silt
Estimated SHWT 0 4-feet Below Exi ting Site Grades
.:..
':': r'
25
Boring terminated at 5 ft.
10
20
4
15
5
6
20
10
6
25
5
0
30
10
35
.5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
BORING LOG
1-10
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 30
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 6-4-10
DEPTH TO WATER - INITIAL': V- AFTER 24 HOURS: 2S CAVING> L
.�
m
w
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Description
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TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value-
10 20 30 40 50 60 70
0
0
HA
HA
4 4•
'
3 Inches of Topsoil
2
:
.:.::.
:. :...:. :...:...:.
..:...:...:...:...:...:...:...
.
..............................
' ... .. ... .... ......
.... ... ........ .. ......... ......
I ��- �..- ✓
Aus 1 o .2oro
- -:—
Tan to brown, moist, Poorly Graded fine to medium SAND (SP) with
trace Silt
4..�.
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt
Estimated SHWT 4-feet Below Existing Site Grades
2
5
25
Boring terminated at 5 ft.
20
10
a
15
15
5
10
20
8
5
25
0
30
10
.5
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I aroundwater readino may not be indicative of the static aroundwater level WOH - Wei,ht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the held in general accordance with ASTM D 1586.

TABLE OF CONTENTS
EXECUTIVESUMMARY.............................................................................................i
1.0 PROJECT INFORMATION...................................................................................1
1.1 Project Authorization..............................................................................1
1.2 Project Description.................................................................................1
1.3 Purpose and Scope of Services.............................................................1
2.0 FIELD AND LABORATORY PROCEDURES.......................................................2
2.1 Field Exploration....................................................................................2
2.2 Laboratory Testing.................................................................................3
3.0 SITE AND SUBSURFACE CONDITIONS ...................................... :..................... 5
3.1
Site Location and Description................................................................ 5
3.2
Subsurface Soil Conditions .................................... :............................... 5
3.3
Groundwater Information.......................................................................5
4.0 EVALUATION AND RECOMMENDATIONS........................................................6
4.1
Clearing and Grading.............................................................................6
4.2
Subgrade Preparation............................................................................7
4.3
Structural Fill and Placement.................................................................7
4.4
Building Foundation Design Recommendations....................................8
4.5
Foundation Excavations.........................................................................8
4.6
Building Foundation Settlements...........................................................9
4.7
Below Grade Structures (sanitary sewer pump station).........................9
4.8
Seismic Design Recommendations.....................................................10
4.9
Building Floor Slabs.............................................................................10
4.10
Pavements...........................................................................................11
4.11
Storm Water Infiltration Areas ....................................................
13
5.0 CONSTRUCTION CONSIDERATIONS..............................................................14
5.1 Drainage and Groundwater Concerns.................................................14
5.2 Site Utility Installation...........................................................................15
5.3 Excavations.........................................................................................15
6.0 REPORT LIMITATIONS.....................................................................................16
APPENDIX I -BORING LOCATION SKETCH ! -
APPENDIX II - LOG OF BORINGS j AUG 1 0 2010
APPENDIX III - SOIL BORING PROFILE
APPENDIX IV — SUMMARY OF CBR TEST DATA
APPENDIX V —SATURATED HYDRAULIC CONDUCTIVITYWORKSHEET—
APPENDIX VI — CLASSIFICATION SYSTEM FOR SOIL EXPLORAITON

Report of Subsurface Investigation and Geotechnical Engineering Services June 23, 2010
P-1357 CDC Courthose Bay
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-104G
EXECUTIVE SUMMARY
The project site is located within the northeast quadrant of the Sneads Ferry Road and
Marine Road intersection in the Camp LeJeune military facility in North Carolina. This site
consists predominately of a heavily wooded parcel. The proposed development at this
site is planned to consist of building a new single story child development center
building approximately 33,000 square feet in plan area. In addition, paved parking
areas, BMP and other infrastructure components will be constructed at this site as part
of the development.
Our field exploration program included seven (7) Standard Penetration Test (SPT)
borings ranging in depth of 25 to 55 feet (designated as B-1 through B-7), drilled by G E
T Solutions, Inc. within the footprint of the proposed structures. Additionally, six (6) 10-
foot deep hand auger borings were drilled within the proposed pavement areas along
with three (3) bulk soil samples collected for CBR testing. Twelve (12) hand auger
borings (designated as 1-1 through 1-12) were completed within the proposed
stormwater management areas located throughout the project site. A brief description
of the natural subsurface soil conditions is tabulated on the following page:
AVERAGE
RANGES
STRATUM
DESCRIPTION
SPV)N-
'DEPTH (Feet)
" VALUES-.
Borings: B-1 through B-7, P-1 through P-6, and I-1 through 1-12
0
to
1 to 4 inches of TOPSOIL
0.08 — 0.33
SAND (SP, SP-SM, SM, SC) with varying amounts
SAND
0.08 — 0.33
of silt and clay; CLAY (CL, CH) encountered at
4 to 33
to
Borings B-1 (45 to 50 feet) , B-5 (33 to 38 feet), B-
CLAY
5-55
7 18-23 feet), 1-3 4-5 feet), and 1-4 4.5-6 feet
4 to 17
Note (1) SPT = Standard Penetration Test, N-Values in Blows -per -foot
At the time of our field drilling activities, the groundwater level was recorded at the
boring locations at depths ranging from about 5 to 13 feet below current grades, which
corresponds to an elevation ranging from about 28 to 29 (MSL). Based on our drilling and
soil classification program, the estimated seasonal high water table (SHWT) was
determined to be from about 29 to 31 MSL across the site.
AUG 1 0 2010 GET

Report of Subsurface Investigation and Geotechnical Engineering Services June 23, 2010
P-1357 CDC Courthose Bay
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-104G
The following evaluations and recommendations were developed based on our, field
exploration and laboratory -testing program:
• Field testing program during construction to include, subgrade proofrolling,
compaction testing, and foundation excavation observations for bearing capacity
verification. All other applicable testing, inspections, and evaluations should be
performed as indicated in the North Carolina State Building Code (2006
International Building Code with North Carolina Amendments).
• An estimated cut depth of about 6 inches will be required to remove the topsoil
and associated root mat from within the construction areas.
• Shallow foundations designed using a net allowable bearing capacity of 2,000 psf
(24-inch embedment, 24-inch width).
• Estimated post -construction total and differential settlements up to 1-inch and '/z-
inch, respectively.
• Below grade structures (Pump Station) — Mat foundation designed using an
allowable bearing capacity of 2,000 psf and maximum allowable toe pressure not
exceeding 2,500 psf. A bedding layer of at least 12 to 18 inches of No. 57 stone
is recommended to be placed in the base of the excavation.
• It is noted that, in accordance with the NC Building Code; Chapter 16, this site is
classified as a site Class D, based on which seismic designs should be
incorporated. This recommendation is based on the data obtained from the
completed SPT borings as well as our experience with shear wave velocity
testing performed on projects within the vicinity of the site.
• Pavement sections to be designed using a CBR value of about 19.5, typical
pavement sections are provided in the body of the report.
This summary briefly discusses some of the major topics mentioned in the attached
report. Accordingly, this report should be read in its entirety to thoroughly evaluate the
contents.
Solutionsi Inc.-.....

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
1.0 PROJECT INFORMATION
1.1 Project Authorization:
G E T Solutions, Inc. has completed our Geotechnical Engineering study for the proposed.
P-1357 Child Development Center Courthouse Bay located within the Camp LeJeune
military installation in North Carolina. Authorization to proceed.with the services was
received from Mr. Allan Bamforth with C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
1.2 Project Description:
The proposed development at this site is planned to consist of building a new single story
child development center building approximately 33,000 square feet in plan area. It is
expected that the structure will be of CMU wall and steel frame design and a slab -on -grade.
The first floor finish elevation of the structure is anticipated to be located near the existing
site grade elevations. Accordingly, cut and/or fill operations are not expected to exceed
about 5 feet in order to establish the design grade elevations. The maximum wall and
column foundation loads associated with the structure are not expected to exceed 4 kips
per linear foot and 100 kips, respectively. The floor loads are expected to be on the order of
about 150 psf. In addition, paved parking areas, BM and other infrastructure components
will be constructed at this site as part of the development.
If any of the noted information is incorrect or has changed, please inform
G E T Solutions, Inc. so that we may amend the recommendations presented in this
report, if appropriate.
1.3 Purpose and Scope of Services:
The purpose of this study was to obtain information on the general subsurface conditions at
the proposed project site. The subsurface conditions encountered were then evaluated
with respect to the available project characteristics. In this regard, engineering
assessments for the following items were formulated:
General assessment of the soils revealed by the borings performed at the
proposed development.
General location and description of potentially deleterious material
encountered in the borings that may interfere with construction progress or
structure performance, including existing fills, surficial/subsurface organics, or
expansive soils.
`AUG 1 0 2010
Solutions; Inca -

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
Soil subgrade preparation, including stripping, grading, and compaction, as
well as providing Engineering criteria for placement and compaction of
approved structural fill material, including weather and equipment effects.
4. Construction considerations for fill placement, subgrade preparation, and
foundation excavations.
5. Feasibility of utilizing a shallow foundation system for support of the proposed
building. Design parameters required for the foundation systems, including
foundation sizes, allowable bearing pressures, foundation levels, and
expected total and differential settlements.
6. Seismic site classification provided based on the results of the 25, 30, 50
and 55-foot deep SPT borings, our experience in the project area, and the
requirements provided in the North Carolina State Building Code (2009
International Building Code with North Carolina Amendments) section
1615.1; Table 1615.1.1.
7. Typical pavement sections recommendations based on the results of six (6)
hand auger borings performed to a depth of 10-feet, the results of three (3)
CBR tests, as well as our experience with similar soil conditions.
8. Permeability (infiltration) values are provided based on the results of
Saturated Hydraulic Conductivity Testing as well as our experience with
similar soil conditions.
Soil design parameters including active, passive, and at rest earth pressure
coefficients have been provided for below grade walls.
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic material in the soil, bedrock,
surface water, groundwater or air, on or below or around this site. Any statements in this
report or on the boring logs regarding odors, color, unusual or suspicious items or
conditions are strictly for the information of the client. Prior to development of this site, an
environmental assessment is advisable.
2.0 FIELD AND LABORATORY PROCEDURES
2.1 Field Exploration:
In order to explore the general subsurface soil types and to aid in developing associated
foundation parameters, six (6) 25 to 55 foot deep SPT borings (designated as B-1 through
B-6) were drilled within the proposed new building footprint. In addition, one (1) 30-foot
deep SPT boring was drilled in the footprint of the proposed sanitary sewer pump station.
Solirlions,.lnc -

Report of Subsurface Investigation and Geotechnical Engineedng June 23, 2010
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
In order to explore the general subsurface soil types and to aid in developing associated
pavement design parameters, six (6) 10-foot deep hand auger borings (designated as P-1
through P-6) were drilled within the proposed parking and driveway areas.
To aid in developing associated storm water management parameters, twelve (12) hand
auger borings (designated as 1-1 through 1-12) and thirteen (13) saturated hydraulic
conductivity tests (in -situ) were completed within the proposed stormwater management
areas located throughout the project site.
The SPT borings were performed with the use of rotary wash "mud" drilling procedures in
general accordance with ASTM D 1586. The tests were performed continuously from the
existing ground surface to a depth of 12-feet, and at 5-foot intervals thereafter. The soil
samples were obtained with a standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler. The
sampler was driven with blows of a 140 lb. hammer falling 30 inches, using an automatic
hammer. The number of blows required to drive the sampler each 6-inch increment of
penetration was recorded and is shown on the boring logs. The sum of the second and third
penetration increments is termed the SPT N-value (uncorrected for automatic hammer). A
representative portion of each disturbed split -spoon sample was collected with each SPT,
placed in a glass jar, sealed, labeled, and returned to our laboratory for review.
Three (3) bulk soil samples, designated as CBR-1, CBR-2 and CBR-3, were collected from
the proposed pavement areas at the location of borings P-2, P-4 and P-6. The bulk
subgrade soil samples were collected from depths ranging from 0.5 to 1.5 feet below
existing grades. The bulk soil samples were returned to our laboratory and subjected to
CBR testing in accordance with ASTM standards.
The boring locations were established and staked in the field by a representative of
G E T Solutions, Inc. with the use of a Global Positions System unit as well as the "State
Plane" coordinates selected from the project site plan. The approximate boring locations
are shown on the attached `Boring Location Plan" (Appendix 1), which was reproduced
based on the site plan provided by C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2.2 Laboratory Testing:
Representative portions of all soil samples collected during drilling were sealed in glass
jars, labeled, and transferred to our Jacksonville laboratory for classification and analysis.
The soil classification was performed by a Geotechnical Engineer in accordance with ASTM
D2488.
A total of twenty six (26) representative soil samples were selected and subjected to natural
moisture, 4200 sieve wash, and Atterberg Limits testing and analysis in order to
corroborate the visual classification of the granular soils. These test results are tabulated
on the following page and are also presented on the "Log of Boring" sheets (Appendix II).
3 E'AUG
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Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
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GET Project No: JX10-104G
Table I - Laboratory Test Results
Boring
No.
Depth
(Ft)
Natural
Moisture
Content
4200
Sieve
(%)
Atterberg Limits
LL/PL/PI
Classification
B-1
2-4
3.0
1.8
Non Plastic
SP
B-1
8-10
23.0
9.9
Non Plastic
SP-SM
B-1
10-12
19.2
6.6
Non Plastic
SP-SM
B-2
10-12
15.2
21.3
Non Plastic
SM
B-3
8-10
16.9
15.0
Non Plastic
SM
B-4
10-12
19.6
17.5
Non Plastic
SM
B-5
1 10-12
18.4
18.8
Non Plastic
SM
B-6
10-12
17.5
19.2
Non Plastic
SM
B-6
13-15
20.2
12.2
Non Plastic
SM
P-2
0.5-1.5
4.5
8.3
Non Plastic
SP-SM
P-4
0.5-1.5
2.8
9.2
Non Plastic
SP-SM
P-6
0.5-1.5
5.1
9.7
Nan Plastic
SP-SM
1-1
4-5
2.9
5.0
Non Plastic
SP
1-2
1-2
3.0
10.0
Non Plastic
SP-SM
1-2
4-5
18.6
45.5
Not Tested
SC
1-3
4-5
14.7
60.6
Not Tested
CL
1-4
1-2
6.6
10.7
Non Plastic
SP-SM
1-4
4-5
14.6
69.4
Not Tested
CL
1-5
4-5
4.5
1 4.2
Non Plastic
SP
1-6
4-5
3.2
2.4
Non Plastic
SP
1-7
4-5
4.7
15.4
Non Plastic
SM
1-8
4-5
14.3
40.0
Not Tested
Sc
1-9
1-2
10.9
3.7
Non Plastic
SP
1-10
1-2
12.9
4.4
Non Plastic
SP
1-11
5-6
5.4
3.3
Non Plastic
SP
I-12 1
7-8
16.3
9.5 1
Non Plastic
SP-SM
Solirtions,lnc__ '

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Location and Description:
The project site is located within the northeast quadrant of the intersection of Sneads Ferry
Road and Marine Road in the Camp LeJeune military facility in North Carolina. This site
consists predominately of a heavily wooded parcel. The proposed construction areas are
bordered to the south by Sneads Ferry Road followed by a heavily wooded area, to the west
by a heavily wooded area followed by Marine Road and to the north and east by wooded
areas.
3.2 Subsurface Soil Conditions:
Approximately 1 to 4 inches of Topsoil was recovered at the boring locations. Beneath the
surficial Topsoil and extending to boring termination depth, the subsurface soils
encountered at the boring locations were generally consistent at the boring locations, to
their explored depths, and consisted of SAND (SP, SP-SM, SM, SC) with varying amounts
of silt and clay. As an exception, deposits of soft to very stiff CLAY (CL, CH) with varying
amounts of Sand were encountered at the location of borings B-1 (45 to 50 feet), B-5 (33 to
38 feet), B-7 (18-23 feet), 1-3 (4-5 feet), and 1-4 (4.5-6 feet) feet below existing grades.
The subsurface description is of a generalized nature provided to highlight the major soil
strata encountered. The records of the subsurface exploration are included on the "Boring
Log" sheets (Appendix II) and in the "Generalized Soil Profile" (Appendix III), which should
be reviewed for specific information as to the individual borings. The stratifications shown
on the records of the subsurface exploration represent the conditions only at the actual
boring locations. Variations may occur and should be expected between boring locations.
The stratifications represent the approximate boundary between subsurface materials and
the transition may be gradual or occur between sample intervals. It is noted that the topsoil
designation references the presence of surficial organic laden soil, and does not represent
any particular quality specification. This material is to be tested for approval prior to use.
3.3 Groundwater Information:
At the time of our field drilling activities, the groundwater table level was recorded at the
location of borings B-1 through B-7 and as observed through the wetness of the recovered soil
samples during drilling operations. The initial groundwater table encountered at these boring
locations was measured to occur at depths ranging from about 5 to 13 feet below current
grades, which corresponds to an elevation ranging from about 28 to 29 (MSL). Groundwater
was not encountered to the explored depths (5 to 10 feet below the existing site grade
elevations) at borings P-1 through P-6 and 1-1 through 1-12. The groundwater levels are
anticipated to be affected by perched water conditions above a restrictive horizon (CLAY; CL,
Clayey SAND; SC and SAND with Clay; SM) encountered at the locations of borings 1-2
through 1-4 and 1-8 at depths ranging from 4 to 4.5 feet below existing grades which
5 _ GET
Fs�--
1 0 2010
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Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
correspond to about 31 (MSL).
Based on our drilling and soil classification program, the estimated seasonal high water
table (SHWT) was determined to be from about 29 to 31 MSL across the site.
Groundwater conditions will vary with environmental variations and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made influences,
such as existing swales, drainage ponds, underdrains, and areas of covered soil (paved
parking lots, side walks, etc.). It is estimated normal seasonal high groundwater level will
fluctuate within 1 to 2 feet above the current levels. We recommend that the contractor
determine the actual groundwater levels at the time of the construction to determine
groundwater impact on this project, if needed.
4.0 EVALUATION AND RECOMMENDATIONS
Our recommendations are based on the previously discussed project information, our
interpretation of the soil test borings and laboratory data, and our observations during our
site reconnaissance. If the proposed construction should vary from what was described, we
request the opportunity to review our recommendations and make any necessary changes.
4.1 Clearing and Grading:
The proposed construction area should be cleared by means of removing the topsoil, trees,
and associated root mat. It is estimated that a cut of up to 6 inches in depth will be
required to remove the topsoil. This cut is expected to extend deeper in isolated areas to
remove deeper deposits of organic soils, or unsuitable soils, which become evident during
the clearing. It is recommended that the clearing operations extend laterally at least 5 feet
beyond the perimeter of the proposed construction areas.
Following the initial clearing, the resulting exposed subgrade will generally be comprised of
SAND (SP, SP-SM). Combinations of excess surface moisture from precipitation ponding
on the site and the construction traffic, including heavy compaction equipment, may create
pumping and general deterioration of the bearing capabilities of the surface soils.
Therefore, undercutting to remove very loose soils may be required. The extent of the
undercut will be determined in the field during construction, based on the outcome of the
'field testing procedures (subgrade proofroll).
Grading should be performed during a dry season if at all possible. This should minimize
these potential problems, although they may not be eliminated. Control of surface water is
very important to the successful completion of the proposed construction. The contractor
should plan his grading activities to control surface water and minimize erosion of exposed
cut or fill material. This may include constructing temporary berms, ditches, flumes and/or
slope drains to intercept runoff and discharge it in a controlled fashion, while complying with
state and local regulations.
Solutiar�s„Inc. ' ; .;'

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
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4.2 Subgrade Preparation:
Following the clearing operation and priorto site grading oranyfill placement, the subgrade
soils should be evaluated by G E T Solutions, Inc. for stability. Accordingly, the subgrade
soils should be proofrolled to check for pockets of soft material hidden beneath a crust of
better soil. Several passes should be made by a large rubber -tired roller or loaded dump
truck over the construction areas (where possible), with the successive passes aligned
perpendicularly. The number of passes will be determined in the field by the.Geotechnical
Engineer depending on the soils conditions. Any pumping and unstable areas observed
during proofrolling (beyond the initial cut) should be undercut and/or stabilized at the
directions of the Geotechnical Engineer.
Following the proofroll and approval by the engineer, it is recommended that, within the
construction areas, natural soils below stripped grade should be compacted to a dry density
of at least 95 percent of the Modified Proctor maximum dry density (ASTM D1557), as
tested to a depth of 12-inches, where possible. This densification will require the use of a
large vibratory roller.
4.3 Structural Fill and Placement:
Following the proper compaction and approval of the natural subgrade soils by the
Geotechnical Engineer, the placement of the fill required to establish the design grades
may begin. Any material to be used for backfill or structural fill should be evaluated and
tested by G E T Solutions, Inc. prior to placement to determine if they are suitable for the
intended use. Suitable structural fill material should consist of sand or gravel containing
less than 20 percent by weight of fines (SP, SP-SM, SM, SW, SW-SM, GP, GP -GM, GW,
GW-GM), having a liquid limit less than 20 and plastic limit less than 6, and should be free
of rubble, organics, clay, debris and other unsuitable material.
The SAND (SP, SP-SM, SM) subsurface soils encountered at the boring locations appear
to meet the criteria recommended in this report for reuse as structural fill. Further
classification testing (natural moisture content, gradation analysis, and Proctor testing)
should be performed in the field during construction to evaluate the suitability of excavated
soils for reuse as fill within building and pavement areas. The remaining on -site excavated
soils (Topsoil, Clayey SAND and CLAY) are not anticipated to be suitable for re -use as
structural fill but may be used as fill within green areas.
All structural fill should be compacted to a dry density of at least 95 percent of the Modified
Proctor maximum dry density (ASTM D1557). In general, the compaction should be
accomplished by placing the fill in maximum 10-inch loose lifts and mechanically
compacting each lift to at least the specified minimum dry density. A representative of G
E T Solutions, Inc. should perform field density tests on each lift as necessary to assure
that adequate compaction is achieved.
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AUG 1 0 2010

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay
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Backfill material in utility trenches within the construction areas should consist of structural
fill (as described above), and should be compacted to at least 95 percent of ASTM D1557.
This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is
used.
4.4 Building Foundation Design Recommendations:
Provided that the previously recommended earthwork construction procedures are properly
performed and based on the previously noted anticipated loading conditions, the building
can be supported by shallow spread footings bearing over firm natural soil or well -
compacted structural fill material. The footings can be designed using a net allowable soil
pressure of up to 2000 pounds per square foot (psf). In using net pressures, the weight of
the footings and backfill over the footings, including the weight of the floor slab, need not be
considered. Hence, only loads applied at or above the finished floor need to be used for
dimensioning the footings.
In order to develop the recommended bearing capacity, the base of the footings should
have an embedment of at least 24 inches beneath finished grades, and wall footings should
have a minimum width of 24 inches. In addition, isolated square pier footings, if used, are
recommended to be a minimum of 3 feet by 3 feet in area for bearing capacity
consideration. The recommended 24-inch footing embedment is considered sufficient to
provide adequate cover against frost penetration to the bearing soils.
4.5 Foundation Excavations:
In preparation for shallow foundation support, the footing excavations should extend into
firm natural soil or well compacted structural fill. All foundation excavations should be
observed by G E T Solutions, Inc. At that time, the Geotechnical Engineer should also
explore the extent of excessively loose, soft, or otherwise unsuitable material within the
exposed excavations. Also, at the time of footing observations, the Geotechnical Engineer
may find it necessary to make hand auger borings or use a hand penetration device in the
bases of the foundation excavations.
If pockets of unsuitable soils requiring undercut are encountered in the footing excavations,
the proposed footing elevation should be re-established by means of backfilling with
"flowable fill", concrete, No. 57 stone or a suitable structural fill material compacted to a dry
density of at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557),
as described in Section 4.3 of this report, prior to concrete placement. This construction
procedure will provide for a net allowable bearing capacity of 2,000 psf.
Immediately prior to reinforcing steel placement, it is suggested that the bearing surfaces of
all footings be compacted using hand operated mechanical tampers, to a dry density of at
least 95% of the Modified Proctor maximum dry density (ASTM D 1557) as tested to a
depth of 12 inches, for bearing capacity considerations. In this manner, any localized
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Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay
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areas, which have been loosened by excavation operations, should be adequately
recompacted. The compaction testing in the base of the footings may be waived by the
Geotechnical Engineer, where firm bearing soils are observed during the footing
inspections.
Soils exposed in the bases of all satisfactory foundation excavations should be protected
against any detrimental change in condition such as from physical disturbance, rain orfrost.
Surface run-off water should be drained away from the excavations and not be allowed to
pond. If possible, all footing concrete should be placed the same day the excavation is
made. If this is not possible, the footing excavations should be adequately protected.
4.6 Building Foundation Settlements:
It is estimated that, with proper site preparation (as previously presented), the maximum
resulting total settlement of the proposed building foundations should be up to 1-inch. The
maximum differential settlement magnitude is expected to be about Yz-inch between
adjacent footings (wall footings and column footings of widely varying loading conditions).
The settlements were estimated on the basis of the results of the field penetration tests.
Careful field control will contribute substantially towards minimizing the settlements.
4.7 Below Grade Structures (sanitary sewer pump station):
It is expected that the sanitary sewer pump station wet well walls will consist of earth -
retaining structures. The footing (or mat) for the wet well will be placed at approximately 20
feet below existing site grades at the wet well location (location of boring B-7). Accordingly,
the footing and their bedding stone will be located in the medium stiff fat CLAY (CH)
stratum, and can be designed using an allowable soil pressure of 2,000 psf. Maximum
allowable toe pressures should not exceed 2,500 psf. It is noted that in order to promote
excavation stability and facilitate the wet well mat foundation construction, a bedding layer
of at least 18 inches of No. 57 stone is recommended to be placed in the base of the
excavation.
In order to reduce the magnitude of lateral loads being applied to below grade walls and to
promote positive water drainage, it is recommended that a granular backfill be placed
directly behind the wall and extend laterally back from the wall a minimum distance of five
feet. These granular soils should be a relatively clean, free draining granular material
(sand) classified as SP-SM or better, containing less than 12 percent passing the No. 200
sieve (0.074 mm). The compaction of the select backfill soils behind the walls should be 95
percent of the Modified Proctor maximum dry density (ASTM D1557). The soils in this zone
should not be over -compacted. In order to minimize the potential for wall damage due to
excessive compaction, hand operated mechanical tampers should be used to compact the
granular materials. Heavy compaction equipment should not be allowed within five feet of
the pump station walls.
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AUG 1 0 2010
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Report of Subsurface Investigation and Geotechnical Engineedng June 23, 2010
P-1357 Child Development Center Courthouse Bay
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With regard to the design of the structure's walls to resist lateral earth pressures, the
following estimated soil parameters can be used:
Select Backfill and
On -Site Natural
On -Site Natural
Earth Pressure Coefficient
CLAY (CL, CH)
SAND (SP, SP-SM,
SM
Total Moist Unit Weight
Ww; lbs/ft3)
120
115
Coeff. of At -Rest Soil Pressure Ko
0.91
0.50
Coeff. of Passive Soil Pressure (Kp)
1.19
3.00
Coeff. Of Active Soil Pressure Ka
0.84
0.33
Angle of Internal Friction ()
50
300
Cohesion (c; psf)
400
0
The pump station walls should be sized with considerations given to the hydrostatic
pressures. These pressures should assume the water table to occur near the ground
surface. Also, the wall's foundation (base) should include a heel to be sized by the
Structural Engineer, in order to enhance wall stability by increasing the resisting overturning
forces.
Groundwater levels are expected to interfere with the installation of the pump station.
Dewatering at the groundwater interface can most likely be accomplished by pumping from
sumps. However, dewatering below the groundwater water levels will likely require well
pointing. It is recommended that the contractor determine the actual groundwater levels at
the time of the construction to determine groundwater impact at pump station location.
4.8 Seismic Design Recommendations:
It is noted that, in accordance with the NC Building Code; Chapter 16, this site may be
classified as a site Class D, based on which seismic designs should be incorporated. This
recommendation is based on the data obtained from the SPT borings as well as our
experience with shear wave velocity testing performed on projects within the vicinity of the
site.
4.9 Building Floor Slabs:
The floor slabs may be constructed as slab -on -grade members provided the previously
recommended earthwork activities and evaluations are carried out properly. It is
recommended that all ground floor slabs be directly supported by at least a 4-inch layer of
relatively clean, compacted, poorly graded sand (SP) or gravel (GP) with less than 5
percent passing the No. 200 Sieve (0.074 mm). The purpose of the 4-inch layer is to act as
a capillary barrier and equalize moisture conditions beneath the slab. The slabs can be
10 GET

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay
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GET Project No: JX10-104G
designed with the use of a subgrade modulus on the order of about 125 psi/in for
compacted structural fill.
It is recommended that all ground floor slabs be "floating" if no turn down slab/foundation
system is implemented. That is, generally ground supported and not rigidly connected to
walls or foundations. This is to minimize the possibility of cracking and displacement of the
floor slabs because of differential movements between the slab and the foundation.
It is also recommended that the floor slab bearing soils be covered by a vapor barrier or
retarder in order to minimize the potential for floor dampness, which can affect the
performance of glued tile and carpet. Generally, use a vapor retarder for minimal vapor
resistance protection below the slab on grade. When floor finishes, site conditions or other
considerations require greater vapor resistance protection, consideration should be given to
using a vapor barrier. Selection of a vapor retarder or barrier should be made by the
Architect based on project requirements.
4.10 Pavements:
The California Bearing Ratio (CBR) test results indicated soaked CBR values ranging from
25.6 to 33.6, having an average of 29.3. The average soaked CBR value was multiplied by
a factor of two-thirds to determine a pavement design CBR value. The two-thirds factor
provides the necessary safety margins to compensate for some non -uniformity of the soil.
Therefore, a CBR value of 19.5 should be used in designing the pavement sections. A
summary of the CBR test results and the moisture density relationship curves (Proctors) is
provided in Appendix IV. Based on our experience with similar soil conditions, the following
minimum pavement sections are typically used in this area:
I. Light Duty Pavement:
Flexible Pavement
SUBGRADE: Stable and approved by the Geotechnical Engineer.
Compacted to at least 95% of the Modified Proctor
(ASTM D 1557).
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material, size
NCDOT Type "ABC'. Compacted to at least 95% of the
Modified Proctor (ASTM D 1557).
ASPHALT SURFACE: Minimum 2.0 inches of Asphalt Concrete, NCDOTType
S-9.5B.
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Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
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II. Heavy Duty Pavement:
Flexible Pavement
SUBGRADE: Stable and approved by the. Geotechnical Engineer.
Compacted to at least 95% of the Modified Proctor
(ASTM D 1557).
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material, size
NCDOT Type "ABC'. Compacted to at least 95% of the
Modified Proctor (ASTM D 1557).
ASPHALT BASE: Minimum 3.0 inches of Asphalt Concrete, NCDOT Type
119.013.
ASPHALT SURFACE: Minimum 2 inches of Asphalt Concrete, NCDOT Type
S-9.5B.
In preparation for a stable subgrade support for the pavement section, the following
construction steps are recommended:
1. Following pavement rough grading operations, the exposed
subgrade should be observed under proofrolling. This
proofrolling should be accomplished with a fully loaded dump
truck or 7 to 10 ton drum roller to check for pockets of soft
material hidden beneath a thin crust of better soil. Any
unsuitable materials thus exposed should be removed and
replaced with a well -compacted material. The inspection of
these phases should be performed by the Geotechnical
Engineer or his representative.
2. If excessively unstable subgrade soils are observed during
proofrolling and/orfill placement, it is expected that these weak
areas can be stabilized by means of thickening the base
course layer to 10 to 12 inches and/or the use of a Geotextile
fabric (such as Mirafi HP270 or equivalent). These alternates
are to be addressed by the Geotechnical Engineer during
construction, if necessary, who will recommend the most
economical approach at the time.
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Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
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Actual pavement section thickness should be provided by the design civil engineer based
on traffic loads, volume, and the owners design life requirements. The previous sections
represent minimum thickness representative of typical local construction practices and as
such periodic maintenance should be anticipated. All pavement material and construction
procedures should conform to United Facilities Command (UFC) and/or North Carolina
Department of Transportation (NCDOT) requirements.
4.11 Storm Water Infiltration Areas:
Thirteen infiltration tests were performed at the location of borings 1-1 through 1-12. The
tests were performed at depths ranging from about 2 to 8 feet below current grades. The
boreholes were prepared utilizing an auger to remove soil clippings from the base.
Infiltration testing was then conducted within the vadose zone utilizing a Precision
Permeameter and the following testing procedures.
A support stand was assembled and placed adjacent to each borehole. This stand holds a
calibrated reservoir (2000 ml) and a cable used to raise and lower the water control unit
(WCU). The WCU establishes a constant water head within the borehole during testing by
use of a precision valve and float assembly. The WCU was attached to the flow reservoir
with a 2-meter (6.6 foot) braided PVC hose and then lowered by cable into the borehole to
the test depth elevation. As required by the Glover solution, the WCU was suspended
above the bottom of the borehole at an elevation of approximately 5 times the borehole
diameter. The shut-off valve was then opened allowing water to pass through the WCU to
fill the borehole to the constant water level elevation. The absorption rate slowed as the
soil voids became filled and an equilibrium developed as a wetting bulb developed around
the borehole. Water was continuously added until the flow rate stabilized. The reservoir
was then re -filled in order to begin testing. During testing, as the water drained into the
borehole and surrounding soils, the water level within the calibrated reservoir was recorded
as well as the elapsed time during each interval. The test was continued until relatively
consistent flow rates were documented. During testing the quick release connections and
shutoff valve were monitored to ensure that no leakage occurred. The flow rate (Q), height
of the constant water level (H), and borehole diameter (D) were used to calculate Ks
utilizing the Glover Solution.
$OIUtIOnS�lnG.;:.a m ';i

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
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Based on the field testing and corroborated with laboratory testing results (published values
compared to classification results), the hydraulic conductivity of the shallow soils was
calculated to be as follows:
Table II - Saturated Hydraulic Conductivity Test Results
Test No.
Test
Depth (ft*)
#200 sieve
M
Soil
Classification
(USCS)
Average Infiltration Test
Results (Ksat Values)
cm/sec
cm/day
in/hour
1-1
5
5.0
SP
1.05E-03
91.0
1.493
1-2
2
10.0
SP-SM
1.05E-02
909.9
14.927
1-3
5
60.5
CL
1.92E-07
0
0
1-4
2
10.7
SP-SM
1.11 E-02
955.4
15.673
1-4
5
69.4
CL
7.20E-06
0.6
0.01
1-5
5
4.2
SP
1.05E-02
909.9
14.927
1-6
5
2.4
SP
1.58E-02
1364.9
22.390
1-7
5
15.4
SM
9.48E-03
819.0
13.434
1-8
5
40
SC
2.31 E-04
20.0
0.328
1-9
2
3.7
SP
6.48E-03
559.6
9.180
1-10
1 2
1 4.4
SP
6.48E-03
559.6
9.180
1-11
6
3.3
SP
1.58E-02
1 1364.9
22.390
1-12
8
9.5
SP-SM I
7.79E-03
1 673.4
11.046
. The depths noted above are referenced from the existing site grade elevations at the boring
locations at the time of our subsurface exploration procedures.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Drainage and Groundwater Concerns:
Groundwater levels are expected to interfere with excavations that extend below a depth of
approximately 5 to 10 feet below existing grades. Dewatering at the groundwater interface
can most likely be accomplished by pumping from sumps. However, dewatering below the
groundwater water levels will likely require well pointing.
It is recommended that the contractor determine the actual groundwater levels at the time
of the construction to determine groundwater impact throughout the project site and at
specific proposed excavation locations.
14 GET

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay,
Camp LeJeune, North Carolina
GET Project No: JX10-104G
5.2 Site Utility Installation
The base of the utility trenches should be observed by a qualified inspector prior to the pipe
and structure placement to verify the suitability of the bearing soils. Based on the results of
our field exploration program it is expected that the utilities and structures located at depths
greater than 5 to 10 feet below current grades will bear in wet loose granular soils. In these
instances the bearing soils will likely require some stabilization to provide suitable bedding.
This stabilization is typically accomplished by providing additional bedding materials (No.
57 stone). In addition depending on the depth of the utility trench excavation, some means
of dewatering may be required to facilitate the utility installation and associated backfilling.
The resulting excavations should be backfilled with structural fill, as described in Section
4.3 of this report. Generally, the subsurface soils encountered at the boring locations
appear to meet the criteria recommended in this report for reuse as structural fill.
However, stockpiling and allowing the soils to air dry may be required to obtain a moisture
content suitable for compaction procedures. Additional bulk soil sampling and classification
testing is recommended to be performed to substantiate the suitability of their intended use
at the time of construction. The soils noted to consist of Topsoil, SAND (SC), and/or CLAY
(CH, CL) are not recommended to be reused as structural fill material. Accordingly, it may
be necessary to import structural fill for use as utility trench backfill.
5.3 Excavations:
In Federal Register, Volume 54, No. 209 (October, 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to
better insure the safety of workmen entering trenches or excavations. It is mandated by
this federal regulation that all excavations, whether they be utility trenches, basement
excavation or footing excavations, be constructed in accordance with the new (OSHA)
guidelines. It is our understanding that these regulations are being strictly enforced and if
they are not closely followed, the owner and the contractor could be liable for substantial
penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. The contractor's responsible
person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the
excavations as part of the contractor's safety procedures. In no case should slope height,
slope inclination, or excavation depth, including utility trench excavation depth, exceed
those specified in local, state, and federal safety regulations.
15 GET

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
We are providing this information solely as a service to our client. GET Solutions, Inc. is
not assuming responsibility for construction site safety or the contractor's activities; such
responsibility is not being implied and should not be inferred.
6.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained by G
E T Solutions, Inc. and the information supplied by the client for the proposed project. If
there are any revisions to the plans for this project or if deviations from the subsurface
conditions noted in this report are encountered during construction, G E T Solutions, Inc.
should be notified immediately to determine if changes in the foundation recommendations
are required. If G E T Solutions, Inc. is not retained to perform these functions, G
E T Solutions, Inc. can not be responsible for the impact of those conditions on the
geotechnical recommendations for the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications or
professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
'warranties are implied or expressed.
After the plans and specifications are more complete the Geotechnical Engineer should be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents,
in order that the earthwork and foundation recommendations may be properly interpreted
and implemented. At that time, it may be necessary to submit supplementary
recommendations. This report has been prepared for the exclusive use of C. Allan
Bamforth, Jr. Engineer -Surveyor, Ltd. as well as their consultants for the specific
application to the Proposed P-1357 Child Development Center Courthouse Bay project
located within the Camp LeJeune military facility in North Carolina.
16 GET

APPENDICES
BORING LOCATION PLAN
II. LOG OF BORINGS
III. GENERALIZED SOIL PROFILE
IV. SUMMARY OF CBR TEST DATA
V. SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET
VI. CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
MIG 1 0 2010

- - - - - - - - - - - - - - -
----- - -------- ---- .......... --- - --------
V X"
- ----- -- ----
--------- - - - --
T
- ----
-------- ----------
Ilit 1
f j
S-ZI
IT
J
>1" -
'u
ti
--- ------ - 4 N.C. HIGMAW 172
- ----------
------ ----
BORING LOCATION
PLAN
PROJECT: P-1357 Child Development Center Courthouse Bay
SCALE: As Drawn
MCB Camp Lejeune, North Carolina
DATE: 6/2112010
PROJECT NO: JXI0-104G
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PLOT BY: GH

GET
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-104G
-
G.,�.a2ra.o-.;-.e.,,m.r. •:,.'
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 42
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-18-10
B-1
DEPTH TO WATER - INITIAL': S 13 AFTER 24 HOURS: 'vr CAVING> -C-
o r
L y
L
y
w
w
N-
y
a
TEST RESULTS
Plastic Limit H Liquid Limit
w
N
n a?
„
n'v
„ -
Description
o.
n 6
E
n>
E >
n w
E >
3 fO
o ;
`
>
w
„
o E
o
(7
Z
N
to
m n
z
Moisture Content - o
rn 0
o
N-Value -
0
0
10 20 30 40 50 60 70
4 Inches of Topsoil
: ":;
1
y
1
SS
2
4
40
Tan, Moist, Poorly Graded fine to medium SAND (SP) with trace Silt,
Very Loose to Loose
•: i:: ':
z
2'
......
2
SS
2
2
4
1.8
�4
5
.....
3
SS
z
4
2
35
.il ii.
4
SS
2
5
. ... .......... ..
3
2
Grayish brown, Wet, Poorly Graded fine to medium SAND SP-SM)
Y Y ( )
with trace Silt, Loose
10-
Grayish brown, Wet, Poorly Graded fine to medium SAND (SP-SM),
with trace Silt, Loose
I
fall 1:
:.
l 1? P!.
!:I;rf
1..1, i r
5
6
SS
SS
3
a
3
7
7
9.9
6.6
/ -
__ _.:.. :...
i
j
10
1.. h.
....:...:_ :...:...:.......
a3
Brown, wet, Silty fine to medium SAND (SM), Loose
....
:: k
7
SSs
3
15
8
25
3
......... ....
20
5
23-ia.tr
5
i :
20
t, Poorly
Orangi(SP-SM) with trace illt, Very Loose to Medium Dense SAND
sh brown and tan, aded fine to medium
'1;;"
g
SS
s
5
2s
3
fi�.l is
15
:1:tr
L
7
: -
10
SS
4
3
30
l'J; tJ.
d:L r
5
;
10
10
f1
i at1:
'...
0
11
SS
22��
..:...:...- .
35
d[ii
13
T
Orangish brown and tan, Wet, Poorly Graded fine to medium SAND
I :I:I C
x
j;G i'r
2
1
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
---
BORING LOG
B-1
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 42
DRILLER: GET
DRILLING METHOD: Solutions,
RotaLOGGED BY. h Rotary Wash Mud Drilling DATE:5-18-110
DEPTH TO WATER - INITIAL*: 45 13 AFTER 24 HOURS: rr CAVING> t.
c
O
> ti
w
s N
0
t
o
Description
V
M
N
m Z
N
N y
E v
N
N
E>
rn
N=
o
m a
j
Z\
o
O
u
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
12
40
(SP-SM) with trace Silt, Very Loose to Medium Dense
777 f
.i.ii.
liIt
r f.Ir
. i:ii•
....
12
SS
3
4
11
17
14
....I...:. :. ..I. .I...
.
j
j
0
13
SS
5.
5
5
45
Gray, Wet, Fat CLAY (CH) with some Sand, Very Stiff
-s
14
SS
is
-10
16
so
Boring terminated at 50 ft.
55
-15
16
60
-20
20
65
-25
22
70
-30
75
-35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 2 or 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor Ltd.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-104G
•*,a•i•r.•a...,,,J�r,,�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 39
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-19-10
B-2
DEPTH TO WATER -INITIAL*: 8 10 AFTER 24 HOURS: CAVING> L
o r
L y
z
y
m
d
o
TEST RESULTS
Plastic Limit H Liquid Limit
m
m m
�
Description
a
6
�' o
o.
R
�- °'
m
3 'O
m#
=�
o
o
v
0
m n
Moisture Content- •
w
0
z
o
N-Value-
0
0
5
10 20 30 40 50 60 70
2 inches ofil Topso
Ss
3
%
Tan and brown to tan, Moist, PoorlyGraded fine to medium SAND
(SP-SM) with trace Silt, Loose
2
SS
3
5
35
i:l:��.
t 7
IN'I'r.
3
rr.vr
3
SS
3
6
.:...: :...:...:...:..
2
at[
3
2
10
)]:rl
.13:f 1'
3
8
/
...:...:
30
5
—
SS
3:
5
4
13
Light grayish brown, Wet, Silty fine to medium SAND (SM), Loose
.... :
6
SS
°
5
10
1
-
% •
4
13
Light grayish brown, Wet, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt, Medium Dense
:,.
.., .
rr.i+:
6
16
'
_---�--;
7
SS
6
a
25
15
J: tJ.
1i;ii
j
20
7
_
dd(ii
.............. ..
vY tJ.
. ..............................
9
SS
8
15
.....:. ...
j ...:... ....: ..
25
1.:[J
5
Boring terminated at 25 ft.
6
10
30
10
5
35
10T.
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
*ter-�2•�v•r�.
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 34
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-19-10
B-3
DEPTH TO WATER - INITIAL': S 5 AFTER 24 HOURS: : CAVING> L
c zi
tA
o
TEST RESULTS
Plastic Limit H Liquid Limit
n
ii w
Description
a
E o
.2
a
E
° 01
E
3 tO
o;
0
m
>
w
v
o E
v w
o
Z
rn
g
N 01n
I-
m a
z
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
a
2 Inches of Topsoil
2
SS2
2
4
Tan, Moist, Poorly Graded fine to medium SAND (SP-SM) with trace
Silt, Very Loose to Loose
11,:tr 1
lo.f+
3
-'
3
1 if nt
2
SS
3
3
6
�... .. :._ :.. .:. .. ............
j
30
r!ar
3
..... :.
5
'i +dil[
3
SS
3
5
.'
4:Li
2
Ss
Orangish brown, Moist, Silty fine to medium SAND (SM), Loose
xrt
..
5
SS
3
a
6
s
1015.0�
j •
.......:...
zs
m
Grayish brown, Wet, Silty fine to medium SAND ISM), Loose to
Medium Dense
6
SS
5
6
n
4
6
zo
7
SS
2
5
15
8
Tan to Orangish brown, Wet, Poorly Graded fine to medium SAND
(SP-SM) with trace Silt, Very Loose to Loose
e
%
/
'^�ii
n: n
.rl: t t
tSi ri.
e
$$
3
5
7
6
15
20
taa r
w:rl.
1':rii
{pia
5
j
10
9
SS
5
3
25
i-
X6 li:[1
3
% : -
5ai
3
5
.:1;!I'
1 :r.tr
10
SS
3
3
6
a
ry., 1.
1:ert
1 :rii
3
111: t f
....
10
r[
t1.
2
a
.i [Iai
11
SS
1
2
..:.......... :...:...:...:...
35
At1:
tiFri
2
l ieii
3
Light gray, Wet, Silt fine to medium SAND SM with some Clay,-
9 9 Y, ( )�
rift
.:
..... ... .. .....:...:. .:
-s
Y
1
Notes:2 SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The initial aroundwater readino may not be indicative of the static oroundwater level, WOH - We[aht of Hammer
PAGE 1 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586

GET
BORING LOG
B-3
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor Ltd.
PROJECT LOCATION: MCB Camp Leieune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 34
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-19-10
DEPTH TO WATER - INITIAL': V 5 AFTER 24 HOURS: .s CAVING> f-
o x
m
> N
W g
t y
n d
w y
o E
L
a v
w 2
o`
Description
P
n
M
6
w
�- 6
E Z
rn
a o
E>U
W.0
a m
E
rn I—
N_
3 1O
o y
m a
y
Z\
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
iz
40
Very Loose
43
Gray, Wet, Clayey fine to medium SAND (SC), Very Loose to Loose.".".'
Gray, Wet, Silty fine to medium SAND (SM), with trace Clay, Very
Loose
12
SS
3
3
4
5
2
3
i
:...:...:...
....
..._. ...............
...:...: ......:...:.....
.:..::
13
SS
z
3
14
-10
45
t5
"
14
SS
1
t
16
50
.....
15
SS
1
2
z
-20
ss
Boring terminated at 55 ft...
16
-25
60
20
30
65
35
22
70
40
75
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 2 of 2 - Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MICE Camp Leieune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 38
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-18-10
B-4
DEPTH TO WATER -INITIAL*: -W� 9 AFTER 24 HOURS: 4r CAVING> -C
�
L i
t
V
d W—
w
o
N'
y
J
o
O
TEST RESULTS
Plastic Limit H Liquid Limit
i
m y
m m
D25CflptlOfl
m
E Z
E
Q.
o y>
w
❑ E
❑
M
rn F
m a
Z
\
Moisture Content - •
rn
N-Value -
10 20 30 40 50 60 70
0
0
2 Inches of Topsoil t
Li[rJ
2
G
{a. i
?aiiF
1
SS
3
5
.:. .:..:
U"
Light gray to tan and brown to tan, Moist, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Loose
3
35
+:rtr
rylr;
0: t i.
2
SS
4
4
5
8
............... .
:...:...:
:
5?;t
J.
aCtr
3
SS
2
3
5
/ .....: .......:...............
2
:crl
2
3
4
SS
5
9...
3
Y.t[
5
j
2
5
SS
3
3
6
/
10
Light grayish brown, Wet, Silty fine to medium SAND (SM), Loose
6
SS
3
4
6
17
q
13
Tan to orangish brown, Wet, Poorly Graded fine to medium SAND
(SP-SM) with trace Silt, Loose to Medium Dense
11
.
25
iy i r
: i
7
SS
6
5
15
....
Xc
1:yti
:ir
W.
20
6
[t1.
.latr
i,i i
r la 1:
�.i.lj
7
j
8
ss
3
3
2
20
l iiiiiXtt
..:...:...: _.:. .:. :...: .
.....
N.
15
it?i l:
14
- - -
j
9
SS
7
i1,ir
25
9
Boring terminated at 25 ft.
s.
10
30
a
35
0
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The initial croundwater readino may not be indicative of the static orpundwatpr level WOH - Weiaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the`6eld in general accordance with ASTM D 1586.

GET
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
'
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 39
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-20-10
B-rJ
DEPTH TO WATER -INITIAL*: $ 10 AFTER 24 HOURS: -z CAVING> L
o �.
12
W
-a
N
w
-a
N
a
TEST RESULTS
Plastic Limit H Liquid Limit
'�
a 12
„„„
:5
w
Description
o.
m
a o
E Z
-a
E
a w
E
3 co
a;
>
`
w
o E
o
C7
in
N
N
m a
z
Moisture Content - •
of
o
N-Value -
10 20 30 40 50 60 70
0
0
I 1 Inches of Topsoil
6
%-
a: i i "
!?:''r
1
SS
3
3
5
j
Tan and brown, Moist, Poorly Graded fine to medium SAND (SP-
SM), with trace Silt, Loose
2
i.ir
y,N.
2
SS
3
5
3�I
5
°tt
2
5
5
3
SS
3
2
q:fi
j
—
3
rMl:
]]:rl
l'J: t 1.
cCf t'
510
S$
3
3
4
4
8
j
30
Light gray, wet, Silty fine to medium SAND (SM), Loose
6
SS
q
2
a
6
13
Light gray, Wet, Poorly Graded fine to medium SAND (SP-SM), with
d: i7.
: . . .
a
25
trace Silt. Loose to Medium Dense�.�,
Ef
4
t.1a.
3a:rc
14
/ .:...:...:...:...:...:..
20
8
SS
y
5
20
i
9
laa!
15
23
Orangish brown, Wet, Silty fine to medium SAND (SM), Very loose
to Medium Dense
....
!!!
g
SS
4
5
7
12
e
25
6
1
10
10
SS
t
2
- - .
30
Gray, Wet, Fat CLAY (CH), with trace Sand, Soft
2
%
0
2
5
11
SS
2
4
- -
38
Gray, Wet, Silty fine to medium SAND (SM), Loose
.
4
3
TO
H
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The initial oroundwater readina may not be indicative of the static aroundwater lavP1 WOH - Weiaht of Hammer
PAGE 1 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
"
BORING LOG
B-5
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION:.MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 39
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-20-10
DEPTH TO WATER -INITIAL*: V 10 AFTER 24 HOURS: CAVING> S
m
> V1
w
n 0
v w
o E❑
W m
w ,4�1
Description
n
m
E o
E z
E-'o
E u
rn
E v
E
in
3 1O
O y
m n
,�
z
O
#
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value-
10 20 30 40 50 60 70
12
40
'
43
Gray, Wet, Clayey fine to medium SAND (SC), Loose
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM), with�:��'t
trace Silt
12
SS
4
4
7
5
33�j
;
..........
..�...:. ..f...:...: ...:... L ..
.....
.:
13
SS
s
.s
14
45
i
n. n:
''..�...
14
SS
ie
io
-10
16
so
Boring terminated at 50 ft.
-15
55
18
-20
60
-25
zo
65
.30
22
70
-35
75
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater readino may not be indicative of the static amundwater level WOH - Weiaht of Hammer
PAGE 2 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1566.

GET
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
r
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 39
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-19-10
B-S
DEPTH TO WATER -INITIAL*: s 10 AFTER 24 HOURS: L CAVING> .0
o
H
m
m w
m
w-
.
o
o
TEST RESULTS
Plastic Limit H Liquid Limit
>
V
v y
E-
v m
DE;SCfIptIOD
Z
E u
E>
o w
w
o E❑
in
m a
v
Moisture Content - •
in
Z
N-Value -
10 20 30 40 50 60 70
a
0
1 Inches of Topsoil
j
0
,
?7iii
i i
1
SS
3
3
6
_
j
Tan to light Moist, Poorly Graded fine to SAND
gray, medium (SP-
a:
3
SM) with trace Silt, Loose
-
4
.:...:...:..
35
:i7at
4
5
.1xi+
3
SS
0
3
6
.
:...:...
2
'J:ctl
Gp Oi
.:
/
3
......
/
:rL
Y '
3
30
litil.
5
SS
3
3
6
/ -
Light grayish brown to tan, Wet, Silty fine to medium SAND (SM),"!
Loose
aa r
6
SS
s
9
1
g
4
5
I:
;:::;
25
7
SS
4
9
12.
j :...j ..:.. .: .. :...:...:. .
5
4
3
20
6
SS
z
5
6
20
-23
Tan, Wet, Poorly Graded fine to medium SAND (SP-SM) with trace
Silt, Medium Dense
2
21----
j
-
i i
.r �a�
8
SS
i2.j
is
2s
Boring terminated at 25 ft.
8
10
30
10
5
35
0
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
-' -
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 33
BORING LOG
DRILLER: GET Solutions,Inc. LOGGED BY: h
DRILLING METHOD: Rotary Wash Mud Drilling DATE:5-20-10
B-%
DEPTH TO WATER- INITIAL': 5 AFTER 24 HOURS: T CAVING> -C
c
0 C
V `
E
.0
w
a+
°t
w-
oo
TEST RESULTS
Limit H Liquid Limit
m
j
a �+
a w
w
DCSCflpf1011
E
m
a d
E
_
EE
I
a °'
3tO
o y
mPlastic
r
o y
o
z
nrn
�-
in a
z
\
Moisture Content - •
wE
N-Value-
10 20 30 40 50 60 70
0
0
2 Inches of Topsoil
!
2
1
SS
z
2
z
4
Tan and brown, Moist, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt, Very Loose
—
2;"
30
2
SS
3
5--:
Tan, Moist, Silty fine to medium SAND(SM), Loose
trace Clay from 2 to 4 feet
3
7
...
...........:...:...:...:...
j
5
::.:.
3
SS
3 n
2
13
j
j
Tan to orangish brown, Moist to Wet, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt, Loose to Medium Dense
iif. i f
ri:i+:
4
SS
6
2
25
22
j
5
SS
6
13
10
rJtt t:
7i?rL
L 9: N.'
J.y[r
13
27j
:..:..
6
SS
is
a
n: n.
is
20
Lit [ is
7
SS
2
7
15
iytil
.
_
.. ..: .. .: ...:. ..............
tire.
x
?ir
...:...:...:...:...:...:...:...
15
5
1811
Gray, Wet, Fat CLAY (CH) with little Sand; Medium Stiff
is ".
8
SS
3
2
5
% ..... .. :...
20
23
..:
2
a
10
Gray, Wet, Poorly Graded fine to medium SAND (SP-SM), with trace
Silt, Loose to Medium Dense
i'd: E i
n:[':
9
SS
6
9
is
25
I d:rf
all:
u: N.
d:[i
s
2
i 1tt1:
10
SS
16
14
j
j
30
+i. �'1
16
/
...............................
10
Boring terminated at 30 ft.
0
35
-5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The initial groundwater reading may not be indicative of the static groundwater level, WOH = Weiaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
-
•��'ra�r••��-�.�L•�a
BORING LOG
P-1
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 39
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 5-26-10
DEPTH TO WATER - INITIAL*: $ AFTER 24 HOURS: s CAVING> -C
o r
m
> y
nn
v
VJE-E
t
m
m -1
o
DescriptionE
u
n
c7
y
E o
Z
rn
m
-E
E
in
m
E>
E
1n H-
m=
3 tO
o vo
m n
w
m
Z
o
\
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
0
HA
3 Inches of Topsoil
..�.
1'.1:ii
!.110
'���
reel
f It I1:
Trl.
-"----'----"
.. :. ..:...:...:.. .:...:. .: .
.. .. .. .. ..... ....... ... .......
....:... :...:...:...:...:...:...
.2
Brown to tan, Moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt
35
2
5
Light brown, Moist, Silty fine to medium SAND (SM)
.....
30
10
4
Boring terminated at 10 ft.
25
1s
6
20
20
15
6
25
10
30
10
5
35
—Ft
0
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GET
•.,,,..�,.�.�.r.;.�s..:,�.rM,.t
BORING LOG
P-2
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Leieune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 39
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 5-26-10
DEPTH TO WATER - INITIAL": V AFTER 24 HOURS: 25 CAVING> L
o
io
> ,�
w
V y
n d
a, �,
o E
S v
a, w
c
Description
n
,�
�'
v
° o
E Z
v
a>
E $
1n o
v
n m
E
I—
3 1O
o y
m a
v
z\
o
#
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
`
HA
HA
8.3
3 Inches of Topsoil
..�,
Yi
r1''L1
4_rr
Yc].
•
.,:...:....... ..:...:...:
.. ..............................
24
Brown to tan to whitish tan, Moist, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt
35
2
5
Brown to light gray, Moist, Silty fine to medium SAND (SM) with little
Clay
....
30
10
a
Boring terminated at 10 ft.
25
20
15
6
20
15
8
25
10
30
10
5
35
0
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS ='Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
1
:^•r••"•-��•+ �s
BORING LOG
P-3
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 39
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 5-26-10
DEPTH TO WATER - INITIAL': & AFTER 24 HOURS: L _ CAVING> S
o
m
>
w
t
a N
o E
t
n m
012
a"
Description
o ,
o
�' o
E Z
a y
a>°
E g
in
v
E
m 1—
3 to
o;
to a
m
z
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
HA
HA
L
3 Inches of Topsoil
0.2dii:fi.
1:1: t r
: r!
I'I`al
I :4ti
laa!
I :I'I1
_.... _.............. _... _...
..............................
..... ..........................
U I . Q.20,Q...
Brown to tan to whitish tan, Moist, Poorly Graded fine to medium
SAND(SP-SM) with trace Silt
Light gray, Moist, Silty fine to medium SAND (SM)
35
2
30
0
4
Boring terminated at 10 fit.
2s
1s
6
20
20
15
6
25
10
30
10
35
e
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk SampleWebht of Hammer
WC
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
BORING LOG
P-4
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 40
DRILLER: GET Solutions, Inc. LOGGEDBY: gwh
DRILLING METHOD: Hand Auger DATE: 5-27-10
DEPTH TO WATER - INITIAL*: 3 _ AFTER 24 HOURS: 25 CAVING> f
`o
m
>
M
n m
m w
o E0
n m
Description
o.
a 6
E Z
rn
w v
n
E >
N
v
�-
E
N
3 12
o v
me n
,�
Z\
#
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
40
0
0
HA
HA
9.2
3 Inches of Topsoil
0.2d
tart,
ry ri.
11Ctr
i:r[ r
4l;
..............................
Tan and brown, Moist, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt`"
2
Light gray, Moist, Poorly Graded fine to medium SAND (SP-SM)
'Y ib
l
qri1.
30
10
4
Boring terminated at 10.5 ft.
25
15
6
20
20
e
15
25
10
30
10
5
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial arotindwater readino may not be indicative of the static oro,,nrl.nti,., .1 WOH - Weiant of Hammer
PAGE 1 of i Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
BORING LOG
P-j
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 41
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 5-27-10
DEPTH TO WATER -INITIAL*: $ _ AFTER 24 HOURS: CAVING> L
`g s=
m
>
L N
n d
„ „
L
n w
„ w
Description
u
n
,
w
°' o
E Z
n
E gE
w
n
>
3 1O
0 ;
m n
d
m
>
z
oo
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
HA
HA
40
3 Inches of Topsoil
2
,.r. r
tiiri.
. Xc v
llttl:
i
.. ..
................................
. ............. .
................. .......
............. ........:. .:
............... .... .............
Tan to orangish brown to tan, Moist, Poorly Graded fine to medium
SAND SP-SM with trace Silt
( )
7
Brown, Moist, Silty fine to medium SAND (SM)
2
5
35
10
w
4
Boring terminated at 10 ft.
15
25
20
20
8
25
15
30
10
10
3
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM 0 1586.

GET
BORING LOG
P-6
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 39
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 5-27-10
DEPTH TO WATER - INITIAL': V. AFTER 24 HOURS: : CAVING> f-
c
m
>
w
n
v d
o E
o. v
d d
o `
Description
n
m
r12
a o
E z
rn
a
E$
a s
E
in 1-
3 'O
o;
m a
m
>
z
\
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
HA
HA
9.7
3 Inches of Topsoil
0.2dtiirJ.
.....
•:
..:...:...:...:...:... t...:...
Tan and brown, Moist, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt
35
2
Light gray, Moist, Silty fine to medium SAND (SM)
4
Light gray to tan, Moist, Poorly Graded fine to medium SAND (SP-
SM), with trace Silt
....
+:,.`i r
.4: ri.
I.
I:Ctt
Kffi
3e
1
4
Boring terminated at 10 ft.
25
15
6
20
20
15
8
25
10
30
10
35
0
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand AugerWe'. ht of Sample
BS = Bulk SampleHammer
*The initial oroundwater readino may not be indicative of the static oroundwater level WoH =
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
" -
BORING LOG
-�
PROJECT: P-1357.CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr. Engineer -Surveyor Ltd.
PROJECT LOCATION: MCB Camp Leieune NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 39
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 5-26-10
DEPTH TO WATER - INITIAL': $ AFTER 24 HOURS: S CAVING> L
W 2
m y
E
w m
o
Description
E Z
E
N 0
E
N
o y
m a
j
z
o
u
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
HA
5.0
3 Inches of Topsoil
..I. I
'i :npi
f.la tf
4r-r`�'""'
f ltll:
9.if
....:... :. ..:...:...:...:.... ...
.. :...:...:.. .:...:. ..:. .:..
•
.. .................. .... .....
...... ........ .. ......... .. ..
2
Light gray to brown to whitish tan, Moist, Poorly Graded fine to
medium SAND SP-SM with trace Silt
35
2
Boring terminated at 5 ft.
30
10
4
25
15
6
20
20
15
8
25
10
30
10
5
35
0
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
*The initial croundwater readino may not be indicative of the static croundw BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
�.,..ns.r.e..�..,,...,;,1. r..x�.
BORING LOG
1-2
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 35
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 5-26-10
DEPTH TO WATER - INITIAL': $ AFTER 24 HOURS: -M CAVING> -L
o z
>�
w
a B
o E
o
Description
(7
E Z
rn
w m
E u
N
a,
w
E
N
o
m n
w
?
j
z
oo
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value-
10 20 30 40 50 60 70
35
a
0
HA
HA
HA
10.0�
5.
3 Inches of Topsoil
':+: t I
Ni n:
':': ('
.C�;
f1 L1:
: ::::
....;
i
_.......................
... ... .. .. .. .. .. .. ...... .. ... ..
.2
Light brown to tan, Moist, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt
Tan and light brown, Moist, Silty fine to medium SAND (SM) with
trace Clay
2
s
30
Tan, Moist, Poorly Graded fine to medium SAND (SP-SM) with trace.:'':
Silt
L!I
Boring terminated at 7 ft.
25
10
4
15
20
5
20
8
10
25
5
30
10
0
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial uroundwater reading may not be indicative of the static groundwater level, WOH - We aht of Hammer
PAGE 1 of 1 Standard Penetration, Tests were performed in the field in general accordance with ASTM D 1586.

GET
AOR
BORING LOG
1-3
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 35
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 5-27-10
DEPTH TO WATER -INITIAL*: 4uP AFTER 24 HOURS: ,'S CAVING> L
o r
o
> N
w
L`
a °3
v d
o E
a m
v R
m
Description
o
c
tj
�' o
E Z
to
a>
E$
to
w
a °'
E
to I—
3 `O
o
m n
v
Z\
a
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- o
N-Value -
10 20 30 40 50 60 70
35
0
0
HA
HA
HA
3 Inches of Topsoil
.y r
tilti.
�" t
�..�.... ,.,., I
_.:...:_.:...:...:...:_.:...
.. .......... .................
•
..,_......... .:.... ......
0.2d
Brown to tan, Moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt
3
Tan, Moist, Silty fine to medium SAND (SM) with little Clay
.'...
.....
2
30
5
Tan and Oran ish brown moist, Sandy CLAY (CL)0.
Boring terminated at 5 ft.
25
10
4
20
15
15
20
B
10
25
5
30
10
0
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
-
BORING LOG
1-4
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, INC. PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boning Location Plan SURFACE ELEVATION: 35
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 5-26-10
DEPTH TO WATER - INITIAL": S _ AFTER 24 HOURS: 2S _ CAVING> -C
o�
wo
C
m m
Ea
� v
a
DE:SCflptlOfl
e
a
w
n o
Z
w m
n>
w
n;
F
�_
�o
m n
Z
oa
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value-
10 20 30 40 50 60 70
35
0
0
HA
HA
HA
HA
0.7..11...'...I..
9.
3 Inches of Topsoil
p
r t
.i.4i
'r'
:::::
•
.:, .t. .: ..
f
... �...:...:...:...:...:...
:\
..:...:...:...:...:...:...:...
.:...:...:...:.. .:. ..:. .. :. ..
Brown to tan, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt
3-
Tan and orangish brown, moist, Silty fine to medium SAND ISM) wit
little Clay
2
30
s
Grayish tan and orangish brown, moist, Sandy CLAY (CL)
Tan, moist, Silty fine to medium SAND (SM) with trace Silt
Boring terminated at 7 ft.
25
to
4
8
20
15
15
20
8
10
25
5
30
10
0
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1566.

GET
c..,,..n��•r..�m....rrmrnr
BORING LOG
-5
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor Ltd.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 39
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 5-26-10
DEPTH TO WATER -INITIAL*: a AFTER 24 HOURS: 3 CAVING> .0
m
> N
w❑
n ;?
w y
E
a m
v m
o
Descriptionm
o.
cj
a o
E Z
m
a o
E u
E
rn
o y
on
z\
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value-
10 20 30 40 50 60 70
a
0
HA
4.2
3 Inches of Topsoil
•
.. :. ..:...:...:...:...:.. .:...
d.
.... .. .. ... ................ .....
.2
Tan to whitish tan, moist, Poorly Graded fine to medium SAND (SP)
with trace Silt
35
2
5
Boring terminated at 5 it.
30
10
4
25
i
6
20
20
15
0
25
10
30
10
5
35
0
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
BORING LOG
1-6
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 39
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 5-27-10
DEPTH TO WATER -INITIAL*: s- _ AFTER 24 HOURS: a CAVING> .0
o
.�
> y
w
V N
n v
v y
o E
n w
w m
❑
Description
n
t7
w
E o
E Z
rn
w
E>
E
in
w
E °'
E
in I-
3 tD
o y
m n
N
z
oo
#
\
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
HA
2.4
2
3 Inches of Topsoil
2
'
p.
Tan to whitish tan, moist, Poorly Graded fine to medium SAND (SP)
with trace Silt
35
5
Boring terminated at 5 ft.
30
10
25
15
6
20
20
15
8
25
10
10
5
35
0
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The initial oroundwafer readina way not be indicative of the static Groundwater lever WOH - Weicht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
l 'lylli � u _._
r +.+:wd c..�2•d.,<�m
BORING LOG
1-7
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 44
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Hand Auger DATE: 5-27-10
DEPTH TO WATER - INITIAL*: $ AFTER 24 HOURS: s CAVING> ,C
o r
> ti„
L JE-E
'm
dw
0
Description
n
c7
- 6
E Z
E g
N
>
m
o;w�0
m a
z
#
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
0
HA
HA
5.
3 Inches of Topsoil
L°''+'.il.
..:::
._.:...:...:.. :...:...:. .:. ..
.. .. ....................... .....
.2
Brown, moist, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt
40
2
Tan, moist, Silty fine to medium SAND (SM)
5
Boring terminated at 5 ft.
35
10
4
30
15
6
25
20
20
B
25
15
30
10
10
35
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The initial groundwater readino may not be indicative of the static Groundwater leve/ WOH = We aht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
-
+•��•«T•�.�r
BORING LOG
-$
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 35
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 5-27-10
DEPTH TO WATER -INITIAL*: g _ AFTER 24 HOURS X CAVING> L
10
>
°'n
°
JEE_
w
0 w
o
Descrl tlon
P
E o
z
w
E >o
0
w
rn F-
m o.
0
z
o
a
\
TEST RESULTS
Plastic Limil H Liquid Limit
Moisture Content - •
N-Value-
10 20 30 40 50 60 70.
35
0
0
HA
HA
ox
3 Inches of Topsoil
.
.....
•
... .. ......... ............ .....
0.2
Light brown to whitish tan, moist, Poorly Graded fine to medium
SAND (SP) with trace Silt
Tan, moist, Silty fine to medium SAND (SM), with trace Clay
2
30
s
Boring terminated at 5 ft.
25
10
6
20
15
6
15
20
10
8
25
30
10
0
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial oroundwater readino may not be indicative of the static Groundwater levef WOH = Weiaht of Hammer I
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
cn..*��•�-.����>+>
BORING LOG
I'9
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, INC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 31
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: - 6-4-10
DEPTH TO WATER - INITIAL': $ AFTER 24 HOURS: : CAVING> L
>
W
n d
o E
n m
v
o '�
Description
n
N
E o
E Z
rn
0m
a-0
E
N o
E m
E
in F-
3 `o
a v
m a
y
Z\
o
#
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
0
HA
HA
3.7
30
3 Inches of Topsoil 2d
0.
.•..::.........
...:...:...:...:..
..:. _:...:.. ..._:_.:...:...
_.,:...:_.:...:._:...:. _:_.
Tan to brown, moist, Poorly Graded fine to medium SAND (SP) with::
trace Silt
2
5
4
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) wit
trace Silt
::..
::': r r
25
Boring terminated at 5 ft.
10
20
a
15
1s
6
10
20
6
25
5
30
10
0
35
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
' BS = Bulk SampleWe,.ht Of Hammer I
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
BORING LOG
1-O
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 30
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 6-4-10
DEPTH TO WATER - INITIAL': s AFTER 24 HOURS: a CAVING> L
m
>
w
n d
a
o E
n w
02
o "-
Description
u
a
c7
m
a 6
E Z
rn
y a
n>
E g
m
�- m
E
w
m=
3 iO
o v
m a
=
,a
z
o
u
y
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
30
0
0
HA
HA
4 4•
3 Inches of Topsoil
0.2
..............................
... .. ..... ........ ........ ... ..
Tan to brown, moist, Poorly Graded fine to medium SAND (SP) with.;:
trace Silt
2
25
s
4
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) wit
trace Silt
::..
'=':'?
—
Boring terminated at 5 ft.
r
20
10
4
15
15
a
10
20
3
5
25
—
—
0
30
10
—
-5
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The initial oroundwater readino may not be indicative of the static oroundwater /eye/ WCH = Weiaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
r..r,�;.•��c•,M-Q..w•n,.5.
BORING LOG
-11
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr. Engineer -Surveyor Ltd.
PROJECT LOCATION: MCB Camp Lejeune NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 39
DRILLER: GET Solutions, Inc. LOGGEDBY: gwh
DRILLING METHOD: Hand Auger DATE: 6-4-10
DEPTH TO WATER -INITIAL*: 2� AFTER 24 HOURS: a _ CAVING> f-
o
> V1
W
,_
n °—'
m y
o E
,_
n 01
w d
o`
Description
u
o.
m
c�
m
a o
E Z
rn
a
E g
N
w
a 0
E
N
3 tO
o v
m a
m
m
Z\
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value-
10 20 30 40 50 60 70
0
0
HA
HA
3.3
3 Inches of Topsoil
""
im
. ....
..... "-
.. ......... ................
•
__ :...:...:...:...:...:...:...
. ............. .. ....... .....
. ........... ...................
.... ......... .. ................
0.2d
Whitish tan to tan, moist, Poorly Graded fine to medium SAND (SP)
with trace Silt
35
2
5
30
10
8
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) Witt,.:'..':
trace Silt
....
L!
4
Boring terminated at 9 ft.
25
5
6
20
20
15
8
25
30
10
10
5
35
Ho
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

- GET
PROJECT: P-1357 CDC Courthouse Bay
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
- _
w.*,:r.r•.�2• �•m.,K
BORING LOG
1-2
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 42
DRILLER: GET Solutions, Inc. . LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 6-4-10
DEPTH TO WATER -INITIAL*: a _ AFTER 24 HOURS: T CAVING> L
o x
> �
> N
W
L
n d
y y
o E
n m
y m
o
Description
o.
7
E o
E Z
m
w
E>
E$
n
E w
.E
N~
o 1D
3 y
n n
m
z
o
u
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
0
HA
HA
9.5
3 Inches of Topsoil
0.24:1:
r i
ia:t7
rr.tr
r.ir
]:I: 1ris
rc r I
:..:..
..:...:...:...:...:...:...:...
40
Tan to brown to tan, moist, Poorly Graded fine to medium SAND
(SP-SM) with trace Silt
8.5
fight gray, moist, Poorly Graded fine to medium SAND (SP-SM) wit
trace Silt
2
35
10
3a
4
Boring terminated at 9 ft.
5
25
6
20
20
8
25
15
30
10
10
35
5
Notes: SS = Spilt Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The initial aroundwater readino may not be indicative of the static oroUndwater level WOH = Weiaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

Symbol Description
Strata symbols
Topsoil
Poorly graded Sand
Poorly graded Sand
with Silt
EMSilty
Sand
Fat Clay
Clayey Sand
Lean Clay
Misc. Symbols
s Water table during
drilling
Notes
1. Exploratory borings were drilled on 6-4-10 using a
4-inch diameter continuous flight power auger.
2. No free water was encountered at the time of drilling or
when re -checked the following day.
3. Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
4. These logs are subject to the limitations, conclusions, and
recommendations in this report.
5. Results of tests conducted -on samples recovered are reported
on the logs.
F'�'
0 2010

45
ss
9-1
JJ
12
22
40
as
2 2
a 2
.5
&6
NM=3.0
1 2
_
1 2
2 J
•L •J.I j.
44:CJ.
LJ.VJ.
33
33
33
22
2 2
'I :I; h l 1
33
3 3
•I :I; t 1 1
1;1; h l l
:GL11
22
J
:.':;
:
22
44
]
a33
.•
11f
'
32
44
22
33
..I.
:I:C1
45
...
..I.
::.:;
.:11jIt
:l::;i11.
:C C
1IjI4II
I:Cf
34
:II:C 1
33
L'J;[l
23
45
2 2
23
32
32
.
NM=23
23
li
J ::.'.i IIjI:;Ia:'
i1f1L
a1
.1tiIC
t
•':1jtI
3 3
......
J 3
111.Lf
45
s4
1'ffLCL '•
3]
34
1IrII..:;
11f1L
1CL.
1If.:•::
W
•.•;1 I:L hC•
:'fI
a3
NM=19.2
.
t
3]
33
55
:
1.j :
III:::•.
FFCLL1.
5 4
Ih (' h
••
1J!111
FF1CL
3 I
4
]]
J 3
`
m
0
JO
.:1.I ::.:1Ip.�.CCC.
-
30
1.1.
32
:1 ,1'Fj
J3
a
23 —_
45
—
—
—
23
—
=
34
'I J' L 1 {
34
SS
NM•15.2 2 2
J 2
NM=10A
NM-17.5
J 11J(1'
30
44
NM=196
69
44
44
5
25
.1.�1. C.J.•1
4
66
::LJ.I
J.
44
44
5
34
55
:1 :CC1
:I:Ci
55
f.1:C1;
66
I;b9 ... I•
I:Ilj•I:
.......
.1:1.Cl j
;I •I; h 1
97
5 3
:I :I: C I
:1 :I. 4 1
4 5
3 3
20
i:1<t-1:
5 3
2 2
1I h P
/_ �•_
9 9
2 2
J •f141
I11:Lf 1
'3 '2
d:LCf
20
42
'LJ, CJ.
h.i•1.1'I
t1f 1'
J 4
•1:1. C V
7: L• f C 1
'J 7: [ C 1
:I:I:C LI
:I ;CC11
'I •I'F�
'I �I'FI
'L'J; CJ.,1
f16CC.
L7LJ.
CJ.
]6
:I ;I;!7
4a
:f1,11.
05
;I'I;h1
1012
IS
15
•j�'
S]
16
95
15
Strata symbols
Topsoil
GET Solutions, Inc.
Poorly graded
Sand
�-
-
GENERALIZED
SOIL PROFILE
k's(^
Poorly graded Sand
AUG 1 0
2010
SCALE:
DRAWN BY/APPROVED BY
DATE DRAWN
SCALE: 1'-5'
(/23212OIO
d X.i
with Silt
P-1357 CDC Courthouse Bay
Silty Sand _. ,
FIGURE NUMBER
PROJECT NO. JX10-104G

5
45
P-5
—40
P-1
P-
P-3
:I X C I I
NM=2.8
NM4.5
•I •I• h r 1
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'F,{. F, i.
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.1'.1: L t
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l;{.
I :I � C I
� I :I � C I
h �i • 1{•
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:IYGI
7; I: r C l
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.�l11 i'I:7
•1LLi]
:I :IFI
35
d ll:Cf Itarp
.. tfn•.
35
.1:rLr
i,r 1
22
�1 �rii
f 1:C1:
7:Cr [1
4d: L1
W
i.PV 1
'I •PH
L 7. CJ.
4
3 3
•1: C C C
m
O
30
;I'I; h l7
30
'
33
7
44
i
46
79
.1:1: C C
25
25
f.1: L Vi
1313
l .I:C C1
9 12
1515
;I •I;hl
f.1'.0 1:
i:1: i F I
20
'L'J, C].
.
20
32
i•I; 1,}
IJ.C].
•I • I� t ! I
5
15
22
Strata symbols
ID
Topsoil
GET Solutions, Inc.
El
Poorly graded Sand
GENERALIZED SOIL PROFILE
�UMIU�q��.
SCALE_
DRAWN BY/APPROVED BY DATE DRAWN
Poorly graded Sand
+��1
m
vnih silt
SCALE 1••5•
6/23/2010
Silty Sand
P-1357 CDC Courthouse Bay
Fat Clay
FIGURE NUMBER
"
PROJECT NO. JX 10-1 04G

40
40
P-6
L1
NM=16,4
d:I:CLI
4 -0: i M I
H• 1. 1.
.2
1-3
14
]5
NM=29
d:f.CL1
.
NM=45
'I; 1
'I; I; 1
'4:1:
I:I:[r]
NM=30
N.L 1.
f.t'. L1:
NM=66
-
11
I:FGi
..
'4.ri}i
.,
4.1:
'L is rl.
r.1.
;I[{1
•1:I:Lf
NM=16.6
NM=14J
NM=146
30
30
4 f } (
W
A
25
25 O
O
2
W
T
Y
20
20
15
15
10
10
Strata symbols
® Lean Clay
ElTopsoil
GET Solutions, Inc.
PoodygmdedsandGENERALIZED
SOIL PROFILE
EAUG1 10
HQHI�UN AL
SCALE DRAWN BV/APPROVED BY DATE DRAWN
1'r.i1.Poody
lv
graded Sand
ERA=s
wwith Silt
6/23/2010Silty
Sand
P-1357 CDC Courthouse Bay
�7
Fat Clay
FIGURE NUMBER
z
PROJECT NO. JX10-104G

as
45
40—
40
16
NM.]
35
g
35
NM=3.2
NM=5<
�
W
W
9
m
T
S
0
0
NM=10.J
0
30 0
NM-10.9
2
T
NM=129
^�
25
25
20
20
15
15
Strata symbols
® Lean Clay
El
Topsoil
GET Solutions, Inc.
Poorly graded Sand
GENERALIZED SOIL PROFILE
Poody graded Sand
scn�e. DRAWN BY/APPROVED BY DATE DRAWN
wth silt
5cn�eAr=s• 6/23/2010
Silty Sand
P-1357 CDC Courthouse Bay
Clay
FIGURE NUMBER
®Fat
PROJECT NO. JX 10-104G

5-
45
1-12
F Y. t V[
.I: r L 1
4-
0
—
—40
f .1'. L V I
'4 : 1:
'j:
L
35
.4
-35
NM-16,3
30-
-30
25-
-25
20-
-20
15
15
Strata symbol Lean Clay
El -1
Topsoil
GET Solutions, Inc.
Lj
poorly graded Sand
GENERALIZED SOIL PROFILE
AU13 I
SCALE: HOWON i AL DRAWN BY/APPROVED BY DATE DRAWN
Poody graded Sand
6/23/2010
with Silt
SCALE:1-="
P-1357 CDC Courthouse Bay
Silty Sand
Fat Clay
FIGURE NUMBER
z
PROJECT NO. JX 10- 1 04G

SUMMARY OF CBR TEST RESULTS
Project: P-1357 CDC Courthouse Bay Project Location: MCB Camp Lejeune, NC
Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd. Project Number: JX10-104G
Sample
P
Number
Sample
'P
Location
Sam le Depth
F P-
(ft) -
USCS
Symbol•
_. Natural
n..Moisture
Content %)
Atterberg
Limits
_(LLIPL/PI
Passing #200
'+ Sieve
Maximum Dry
.''Density`,
Optimum
+i-Moisture ..
Soaked CBR
- Value.
Resiliency_
Factor
Swell
(%)
CBR-1
P-2
0.5 to 1.5
SP-SM
4.5
Non -Plastic
8.3
95.0
17.3
25.6
3.0
0.00
CBR-2
P-4
0.5 to 1.5
SP-SM
2.8
Non -Plastic
9.2
100.1
16.1
33.6
3.0
0.03
CBR-3
P-6
0.5 to 1.5
SP-SM
16.4
Non -Plastic
9.7
99.0
16.4
28.6
3.0
0.03
1�
GET
41&A Westem amdevaM
JacksonWlle, Nolh Carolina 28546
TeL 91"78-9915 Fax 910 7&9917
page i of 1

500
450
400
350
300
VI
O.
N 250
d
N
200
150 —
100 -
50
0
0.000
P-1357 CDC Courthouse Bay - CBR-1 @ Boring P-2
0.050 0.100 0.150 0.200 0.250 0.300 0.350
Penetration

COMPACTION TEST REPORT
ZAV for
98
Sp.G. _
2.65
96
1
°
94
U
a
T
_
N
C
N
"O
92
90IEFF
#
88
I
I
I
I
I
I
I
10 12.5 15 17.5 20 22.5 25
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp..
G
LL
PI
%>
#4
%<
No.200
USCS
AASHTO
0.5 to 1.5
feet
SP-SM
A-3
4.5
NP
0.0
8.3
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 95.0 pcf
Optimum moisture = 17.3 %
Brown and tan, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt
Project No. JX10-104G Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Project: P-1357 CDC Courthouse Bay
o Loc.: On -site CBR-1 @ Boring P-2 Depth: 0.5 to 1.5 feet
Remarks:
CBR-1
Soaked CBR Value=25.6
Resiliency Factor= 3.0
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina
Huu
•
v ����
f•

10C
9t
8C
W
z 60
Z 50
W
U
W 40
EL
MIt
20
10
0
Particle Size Distribution Report
IINIIIIIIINIIIII
% +3" % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 1 0.0 1 0.0 1 0.0 0.4 91.3 8.3
SIEVE
SIZE
% +3" % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 1 0.0 1 0.0 1 0.0 0.4 91.3 8.3
SIEVE
SIZE
PERCENT
FINER
SPEC.`
PERCENT
PASS?
(X=NO)
#4
100.0
#8
100.0
#10
100.0
#16
99.9
#30
99.9
#40
99.6
#50
99.2
#80
73.9
#120
22.5
#200
8.3
Material Description
Brown and tan, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt
Atterbera Limits
PL= LL= PI= NP
Coefficients
D90= 0.2155 D85: 0.2009 DBO= 0.1621
D50= 0.1524 D30= 0.1330 D15= 0.0955
D10= 0.0798 C0= 2.04 Cc= 1.36
Classification
USCS= SP-SM AASHTO= A-3
Remarks
(no specification provided)
Location: On -site CBR-1 @ Boring P-2
Sample Number: P-2 (CBR-1) Depth: 0.5 to 1.5 feet Date: 5-26-10
GET Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
SOLUTIONS, INC. Project: P-1357 CDC Courthouse Bay
Jacksonville, North Carolina Pro'ectNo: JXIO-104G Figure

.0
"l
:tiIH
C
a
N 300
v
c
200
100
a
P-1357 CDC Courthouse Bay - CBR-2 @ Boring P-4
0.050 0.100 0.150 0.200 0.250 0.300 0.350
Penetration

COMPACTION TEST REPORT
ZAV for
102
Sp.G. _
_
2.65
101
1
1
100
U
a
t�
_
N
C
-
_
N
99
98
97
13 14 15 16 17 18 19
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
G
Sp..
LL
PI
%>
#4
%<
No.200
USCS
AASHTO
0.5 to 1.5
feet
SP-SM
A-3
2.8
NP
0.0
9.2
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 100.1 pcf
Optimum moisture= 16.1 %
Brown and tan, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt
Project No. JX10-104G Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Project: P-1357 CDC Courthouse Bay
0 Loc.: On -site CBR-2 @ Boring P-4 Depth: 0.5 to 1.5 feet
Remarks:
CBR-2
Soaked CBR Value=33.6
Resiliency Factor-3.0
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina

Particle Size Distribution Report
b R/111V JILC-II1111.
Gravel % Sand % Fines
SIEVE
SIZE
PERCENT
FINER
SPEC.`
'PERCENT
PASS?
(X=NO)
#4
100.0
#8
100.0
#10
100.0
416
100.0
#30
99.9
#40
99.7
#50
99.1
#80
74.1
#120
23.1
#200
9.2
(no specification provided)
Location: On -site CBR-2 R Boring P-4
Sample Number: P-4 (CB-2) Depth: 0.5 to 1.5 feet
Material Description
Brown and tan, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt
Atterberg Limits
PL= LL= PI= NI'
Coefficients
D90= 0.2156 D85= 0.2008 D60= 0.1624
D50= 0.1520 D30= 0.1324 D15= 0.0927
D10= 0.0772 Cu= 2.10 Cc= 1.40
Classification
USCS= SP-SM AASHTO= A-3
Remarks
Date:
GET Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
SOLUTIONS, INC. Project: P-1357 CDC Courthouse Bay
Jacksonville, North Carolina Project No: JXIO-104G Figure

500
450
400
350
300
W
Q
w 250
N
N
200
150
100
50
0
0.000
P-1357 CDC Courthouse Bay - CBR-3 @ Boring P-6
0.050 0.100 0.150 0.200 0.250 0.300 0.350
Penetration

COMPACTION TEST REPORT
ZAV for
100
Sp.G. _
2.65
99
4°
98
u
a
it
N
c
m
a
Z
97
96
95
14 15 16 17 18 19 20
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
%>
#4
%<
No.200
USCS
AASHTO
0.5 to 1.5
feet
SP-SM
A-3
5.1
NP
0.0
9.7
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 99.0 pcf
Optimum moisture = 16.4 %
Brown and tan, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt
Project No. JXIO-104G Client: C. Allan Bam forth, Jr., Engineer -Surveyor, Ltd.
Project: P-1357 CDC Courthouse Bay
o Loc.: On -site CBR-3 @ Boring P-6 Depth: 0.5 to 1.5 feet
Remarks:
CBR-3
Soaked CBR Value=28.6
Resiliency Factor-3.0
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina

Particle Size Distribution Report
% +3"
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 0.1 0.4 1 89.8 9.7
SIEVE
SIZE
PERCENT
FINER
SPEC.'
PERCENT
PASS?
(X=NO)
#4
100.0
#8
100.0
910
99.9
#16
99.8
#30
99.6
#40
99.5
#50
99.2
#80
84.3
#120
31.7
#200
9.7
Material Description
Brown and tan, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt
Atterbera Limits
PL= LL= PI= NP
Coefficients
D90= 0.2066 DS5= 0.1827 D60= 0.1515
D50= 0.1422 D30= 0.1232 D15= 0.1010
D10= 0.0789 Cu= 1.92 Cc= 1.27
Classification
USCS= SP-SM AASHTO= A-3
Remarks
(no specification provided)
Location: On -site CBR-3 @ Boring P-6
Sample Number: P-6 (CBR-3) Depth: 0.5 to 1.5 feet Date:
GET Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd,
SOLUTIONS, INC. Project: P-1357 CDC Courthouse Bay
Jacksonville, North Carolina Project No: JXIO-104G Figure

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1357 CDC Courthouse Bay
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: 1-1
Date .............: 5/27/2010
Ksat : Saturated hydraulic conductivity
Investigators.: W. Yates/Z. Zelinski
File No.........: JX10-104G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 5 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm.
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = Q[sinh-1(H/r) - (r2/H2+1).5 + r/HI / (2pH2) [Glover Solulionj
VOLUME
(ml)
Volume Out
ml a
TIME
hr:min:sec al
Elapse Time
Flow Rate Q
mllmin alb(cm/min)
------------------- Ksat Equivalent Values ------------------
hr:min:sec
min b
(cm/sec)
(cm/day)
inlhr
ft/da
3200
1:03:00 PM
' 3190
10
1:03:03 PM
0:00:03
0.05
200.00
0.063
1.05E-03
91.0
1.493
2.99
3180
10
1:03:06 PM
0:00:03
0.05
200.00
0.063
1.05E-03
91.0
1.493
2.99
3170
10
1:03:09 PM
0:00:03
0.05
200.00
0.063
1.05E-03
91.0
1.493
2.99
3160
10
1:03:12 PM
0:00:03
0.05
200.00
0.063
1.05E-03
91.0
1.493
2.99
3150
10
1:03:15 PM
0:00:03
0.05
200.00
0.0631
1.05E-03
91.0
1.4931
2.99
3140
10
1:03:18 PM
00003
0.05
200.00
0.063
1.05E-03
91.0
1.493
2.99
3130
10
1:03:21 PM
0:00:03
0.05
200.00
0.063
1.05E-03
91.0
1.493
2.99
3120
10
1:03:24 PM
0:00:03
0.05
200.00
0.063
1.05E-03
91.0
1.493
2.99
3110
10
1:03:27 PM
0:00:03
0.05
200.00
0.063
1.05E-03
91.0
1.493
2.99
3100
10
1:03:30 PM
0:00:03
0.05
200.00
0.063
1.05E-03
91.0
1.493
2.99
Natural Moisture: 2.9%
% Passing #200 : 5.0%
ESTIMATED FIELD KSAT:1
0.063
1.05E-03
91.0
1.4931
2.99
USCS Class.: SP
Consistency: loose
Depth to an Impermeable Layer: NA
'
Notes: Ksat Class =Medium
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeametei'°

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1357 CDC Courthouse Bay
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: 1-2
Date .............: 6/4/2010
Ksat : Saturated hydraulic conductivity
Investigators.: W. Yates/Z. Zelinski
File No.........: JX10-104G -
0: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = 0[sinh-1(H/r) - (r2/H2+1),5 + r/H] / (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Elapsed Time
Flow Rate Q
ml/min alb(cm/min)
------------------- Ksat Equivalent Values ---------------- -
hr:min:sec
min b
cm/sec(cm/day)
in/hr
fUda
3100
9:30:00 PM
3000
100
9:30:03 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2900
100
9:30:06 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2800
100
9:30,09 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2700
100
9:30:12 PM
00003
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2600
100
9:30:15 PM
000,03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2500
100
9:30:18 PM
000,03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2400
100
9:30:21 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2300
100
9:30:24 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2200
100
9:30:27 PM
1 00003
0.05
2000.00
0.632
1.05E-02
909.9
14.9271
29.85
2100
100
9:30:30 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
Natural Moisture: 3.0%
% Passing #200 : 10.0%
ESTIMATED FIELD KSAT:
0.632
1.05E-02
909.9
14.9271
29.85
USCS Class.: SP-SM
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: NA
SlopelLandsc: NA IDepth
to Bedrock ...................: NA
Precision Permeametei'°

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1357 CDC Courthouse Bay
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: 1-3
Date .............: 5/27/2010
Ksat : Saturated hydraulic conductivity
Investigators.: W. Yates/Z. Zelinski
File No.........: JX10-104G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 5 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = 0[sinh-1(H/r) - (r2/H2+1).5 + r/H] / (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed Time
Flow Rate Q
m1/min a/b
------------------- Ksat Equivalent Values ------------------
hr:min:sec
min b
cm/min
cm/sec(cm/day)
(inlhr
fUda
120
3:38:00 PM
119
1
4:03:07 PM
0:25:07
25.12
0.04
0.000
2.10E-07
0.0
0.000
0.00
118
1
4:33:12 PM
03005
30.08
0.03
0.000
1.75E-07
0.0
0.000
0.00
Natural Moisture: 14.7%
% Passing #200 : 60.5%
ESTIMATED FIELD KSAT:1
0.000
1.92E-07I
0.0
0,0001
0.00
USCS Class.: CL
Consistency: Medium Stiff
Depth to an Impermeable Layer: NA
-
Notes: Ksat Class =Medium
Structure/Fabric: NA
Slope/Landsc: NA IDepth
to Bedrock ...................: NA
Precision PermeameteO' -

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1357 CDC Courthouse Bay
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: 1-4
Date .............: 6/4/2010
Ksat : Saturated hydraulic conductivity
Investigators.: W. Yates/Z. Zelinski
File No.........: JX10-104G
Q: Steady-state rate of water Flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = 0[sinh-1(H/r) - (r2/H2+1).5 + r/HI / (2pH2) [Glover Solution)
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed Time
Flow Rate Q
ml/min alb
------------------- Ksat Equivalent Values------------------
hr:min:sec
min b
cm/min
(cm/sec)(cm/day)inlhr
ft/da
2700
9:40:00 PM
2600
100
94003 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2500
100
9:40:06 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2400
100
9:40:09 PM
00003
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2300
100
9:40:12 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2200
100
9:40:15 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2100
100
9:40:18 PM
00003
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2000
100
9:40:20 PM
0:00:02
0.03
3000.00
0.948
1.58E-02
1364.9
22.3901
44.78
1900
100
9:40:23 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
1800
100
9:40:26 PM
00003
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
1700
100
9:40:29 PM
00003
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
Natural Moisture: 6.6%
% Passing #200 : 10.7%
ESTIMATED FIELD KSAT:
0.664
1.11 E-02
955.4
15.6731
31.35
USCS Class.: SP-SM
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeametei"

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1357 CDC Courthouse Bay
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: 1-4
Date .............: 5/26/2010
Ksat : Saturated hydraulic conductivity
Investigators.: W. Yates/Z. Zelinski
File No.........: JX10-104G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 5 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia.....: 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = Q[sinh-1(H/r) - (r2/H2+1).5 + r/H] / (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Eta sed Time
Flow Rate Q
mllmin alb(cm/min)
------------------- Ksat E uivalent Values------------------
hr:min:sec
min b
cm/sec
cmlda
inlhr
ft/da
120
4:38:00 PM
119
1
4:38:47 PM
0:00:47
0.78
1.28
0.000
6.72E-06
0.6
0.010
0.02
118
1
4:39:27 PM
0:00:40
0.67
1.50
0.000
7.90E-06
0.7
0.011
0.02
117
1
4:40:12 PM
0:00:45
0.75
1.33
0.000
7.02E-06
0.6
0.010
0.02
116
1
4:40:55 PM
0:00:43
0.72
1.40
0.000
7.35E-06
0.6
0.010
0.02
115
1
4:41+40 PM
00045
0.75
1.33
0.000
7.02E-06
0.6
0.010
0.02
114
1
4:42:24 PM
00044
0.73
1.36
0.000
7.18E-06
0.6
0.010
0.02
113
1
4:43:05 PM
00041
0.68
1.46
0.000
7.71E-06
0.7
0.011
0.02
112
1
4:43:52 PM
00047
0.78
1.28
0.000
6.72E-06
0.6
0.010
0.02
111
1
4:44:37 PM
0:00:45
0.75
1.33
0.000
7.02E-06
0.6
0.010
0.02
110
1
4:45:20 PM
0:00:43
0.72
1.40
0.000
7.35E-06
0.6
0.010
0.02
Natural Moisture: 4.6%
% Passing #200 : 69.4%
ESTIMATED FIELD KSAT:1
0.000
7.20E-06
0.61
0.0101
0.02
USCS Class.: CL
Consistency: Medium Stiff
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Medium
StructurelFabric: NA
SlopelLandsc: NA
Depth to Bedrock ...................: NA
Precision Permeameteim

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1357 CDC Courthouse Bay
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: 1-5 1Date
.............: 5/2612010
Ksat : Saturated hydraulic conductivity
Investigators.: W. Yates/Z. Zelinski
File No.........: JX10-104G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 5 fit
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = 0[sinh-1(H/r) - (r2/H2+1),5 + r/H] / (2p)-12) [Glover Solution)
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Eased Time
Flow Rate Q
ml/min alb(cm/min)
------------------- Ksat Equivalent Values------------------
hr:min:sec
min b
cm/sec
cm/da
in/hr
ft/da
3000
3:38:00 PM
2900
100
3:38:03 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.9271
29.85
2800
100
3:38:06 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2700
100
3:38:09 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2600
100
3:38:12 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2500
100
3:38:15 PM
0:00:03
0.05
2000.00
0,632
1.05E-02
909.9
14.927
29.85
2400
100
3:38:18 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2300
100
33821 PM
0:00:03
0.05
2000.00
0,632
1.05E-02
909.9
14.927
29.85
2200
100
3:38:24 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2100
100
3:38:27 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2000
100
3:38:30 PM
1 000,03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
Natural Moisture: 4.5%
% Passing #200 : 4.2%
ESTIMATED FIELD KSAT:j
0.632
1.05E-02
909.9
14.927
29.85
USCS Class.: SP
Consistency: loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: NA
Slo a/Landsc: NA
Depth to Bedrock ............... NA
Precision PenneameteO1

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1357 CDC Courthouse Bay
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: 1-6
Date .............: 5/26/2010
Ksat : Saturated hydraulic conductivity
Investigators.: W. Yates/Z. Zelinski
File No.........: JX10-104G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 5 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia.....: 8.3 cm
WCU Susp. Ht. S: -15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = Q[sinh-l(H/r) - (2/H2+1),5 + r/H] / (2pH2) [Glover Solution]
VOLUME
(ml)
Volume Out
ml a
TIME
hr:min:sec al
Elapsed Time
Flow Rate Q
ml/min alb(cm/min)
------------------- Ksat Equivalent Values ------------------
hr:min:sec
min b
(cm/sec)
(cm/day)
inlhr
fUda
3000
3:45:00 PM
2900
100
3:45:02 PM
00002
0.03
3000.00
0.948
1.58E-02
1364.9
. 22.390
44.78
2800
100
3:45:04 PM
00002
0.03
3000.00
0,948
1.58E-02
1364.9
22.390
44.78
2700
100
3:45:06 PM
00002
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
2600
100
3:45:08 PM
0:00:02
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
2500
100
3:45:10 PM
0,0002
0.03
3000.00
0.948,_1:58E-02
1364.9
22.390
44.78
2400
100
3:45,12 PM
00002
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
2300
100
3:45:14 PM
00002
0.03
3000.00
0.948
1.58E-02
1364.9
22.3901
44.78
2200
100
3:45:16 PM
0:00:02
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
2100
100
3:45:18 PM
00002
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
2000
100
3:45:20 PM
1 0:00:02
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
Natural Moisture: 3.2%
% Passing #200 : 2.4%
ESTIMATED FIELD KSAT:j
0.948
1.58E-02
1364.91
22.390I
44.78
USCS Class.: SP
Consistency: loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: NA
SlopelLandsc: NA
Depth to Bedrock ...................: NA
Precision Permeamete2'

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1357 CDC Courthouse Bay
Location.......: MCB Camp Le'eune, NC
Terminology and Solution
Boring No......: 1-7
Date .............: 5/27/2010
Ksat : Saturated hydraulic conductivity
Investigators.: W. Yates/Z. Zelinski
File No.........: JX10-104G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 5 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat=Q[sinh-1(H/r)-(2/H2+1).5+r/H)/(2pH2) [Glover Solution)
VOLUME
(ml)
Volume Out
ml a
TIME
hr:min:sec al
Elapsed Time
Flow Rate Q
mi/min alh(cm/min)
------------------- Ksat Equivalent Values ------------------
hr:min:sec
min b
cm/sec(cm/day)
in/hr
ft/da
3000
10:58:00 PM'
2900
100
10:58:03 PM
0*00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.9271
29.85
2800
100
10:58:06 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2700
100
10:58:09 PM
00003
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2600
100
10:58:13 PM
0:00:04
0.07
1500.00
0.474
7.90E-03
682.5
11.195
22.39
2500
100
10:58:16 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2400
100
10:58:20 PM
0:00:04
0.07
1500.00
0.474
7.90E-03
682.5
11.195
22.39
2300
100
10:58:23 PM
00003
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2200
100
10:58:26 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.9271
29.85
2100
100
10:58:30 PM
0:00:04
0.07
1500.00
0.474
7.90E-03
682.5
11.195
22.39
2000
100
10:58:34 PM
00004
0.07
1500.00
0.474
7.90E-03
682.5
11.195
22.39
Natural Moisture: 4.7%
% Passing #200 : 15.4%
ESTIMATED FIELD KSAT:
0.569
9.48E-03
819.01
13.4341
26.87
USCS Class.: SM
Consistency: Very loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class = Medium
Structure/Fabric: NA
S[ope/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeametei'°

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1357 CDC Courthouse Bay
Location.......: MCB Camp Le'eune, NC
Terminology and Solution
Boring No......: 1-8
Date .............: 5/27/2010
Ksat : Saturated hydraulic conductivity
Investigators.: W. Yates/Z. Zelinski
File No.........: JX10-104G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 5 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. HL H: 30.2 cm
Ksat = Olsinh-1(H/r) - (r2/H2+1).5 + r/HI / (2pH2) (Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Elapse Time
Flow Rate Q
ml/min alb
------------------- Ksat Equivalent Values ------------------
hr:min:sec
min b
cm/min(cm/sec)
(cm/day)
in/hr
fUda
3200
12:20+00 PM
3190
10
12:20:13 PM
00013
0.22
46.15
0015
2.43E-04
21.0
0.344
0.69
3180
10
12:20:27 PM
0:00:14
0.23
- 42.86
0.014
2.26E-04
19.5
0.320
0.64
3170
10
12:20:41 PM
00014
0.23
42.86
0.014
2.26E-04
19.5
0.3201
0.64
3160
10
12:20:54 PM
0:00:13
0.22
46.15
0.015
2.43E-04
21.0
0.344
0.69
3150
10
12:21:06 PM
0:00:12
0.20
50.00
0.016
2.63E-04
22.7
0.373
0.75
3140
10
12:21:20 PM
00014
0.23
42.86
0.014
2.26E-04
19.5
0.320
0.64
3130
10
12:21:34 PM
00014
0.23
42.86
0.014
2.26E-04
19.5
0.320
0.64
3120
10
12:21:49 PM
00015
0.25
40.00
0.013
2.11E-04
18.2
0.299
0.60
3110
10
12+22:03 PM
000+14
0.23
42.86
0.014
2.26E-04
19.5
0.320
0.64
3100
10
12:22:17 PM
00014
0.23
42.86
0.014
2.26E-04
19.5
0.3201
0.64
Natural Moisture: 14%
% Passing #200 : 40%
ESTIMATED FIELD KSAT:
0.014
2.31E-04
20.01
0.3281
0.66
USCS Class.: SM
Consistency: loose
Depth to an Impermeable Layer: NA
Noes: Ksat Class =Medium
Structure/Fabric: NA
SlopelLandsc: NA
Depth to Bedrock ...................: NA
Precision Permeametei'

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1357 CDC Courthouse Bay
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: 1-9
Date .............: 6/4/2010
Ksat : Saturated hydraulic conductivity
Investigators.: W. Yates/Z. Zelinski
File No.........: JX10-104G
0: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = 0[sinh-1(1-1/r) - (r2/H2+1),5 + r/HI / (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Elapsed Time
Flow Rate Q
mllmin a/b
------------------- Ksat Equivalent Values ------------------
hr:min:sec
min b
cm/min
cm/sec
(cm/day)in/hr
ftlda
3200
10:59:00 PM
3100
100
10:59:04 PM
0:00:04
0.07
1500.00
0.474
7.90E-03
682.5
11,195
22.39
3000
100
10:59:09 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2900
100
10:59:14 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2800
100
10:59:19 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2700
100
10:59:24 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2600
100
10:59:29 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2500
100
10:59:34 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2400
100
10:59:39 PM
00005
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2300
100
10:59:44 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2200
100
10:59:49 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8,956
17.91
Natural Moisture: 10.9%
%, Passing #200 : 3.7%
ESTIMATED FIELD KSAT:1
0.389
6.48E-031
559.61
9.1801
18.36
USCS Class.: SP
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: NA
Slo elLandsc: NA
Depth to Bedrock ...................: NA
Precision Permeametei"

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1357 CDC Courthouse Bay
Location.......: MCB Camp Le eune, INC
Terminology and Solution
Boring No......: 1-10
Date .............: 6/4/2010
Ksat : Saturated hydraulic conductivity
Investigators.: W. Yates/Z. Zelinski
File No.........: JX10-104G
Q. Steady-state rate of water flow into.the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = Qlsinh-1 (H/r) - (2/H2+1),5 + r/H] / (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Elapsed Time
Flow Rate Q
ml/min a/b
------------------- Ksat Equivalent Values ..................
hr:min:sec
min b
(cm/min)(cm/sec)(cm/day)in/hr
ft/da
3200
10:59:00 PM
3100
100
10:59:04 PM
0:00:04
0.07
1500.00
0.474
7.90E-03
682.5
11.195
22.39
3000
100
10:59:09 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2900
100
10:59:14 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2800
100
10:59:19 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.9561
17.91
2700
100
10:59:24 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2600
100
10:59:29 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2500
100
10:59:34 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2400
100
10:59:39 PM
0:00:05
0.08
1200.00
-0.379
6.32E-03
546.0
8.956
17.91
2300
100
10:59:44 PM
00005
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
2200
100
10:59:49 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
Natural Moisture: 12.9%
% Passing #200 : 4.4%
ESTIMATED FIELD KSAT:
0.389I
6.48E-03
559.61
9.1801
18.36
USCS Class.: SP
Consistency: Loose IDepth
to an Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: NA
SlopelLandsc: NA IDepth
to Bedrock ...................: NA
Precision Permeametei'°

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1357 CDC Courthouse Bay
Location.......: MCB Camp Le'eune, NC
- Terminology and Solution
Boring No......: 1-11
Date .............: 6/4/2010
Ksat : Saturated hydraulic conductivity
Investigators.: W. Yates/Z. Zelinski
File No.........: JX10-104G
Q: Steady-state rate of water Flow into the soil
Boring Depth.: 6 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = 0[sinh-1(1-1/r) - (01-12+1).5 + r/HI / (2pH2) [Glover Solution]
VOLUME
(ml)
Volume Out
ml a
TIME
hr:min:sec al
Elapsed Time
Flow Rate Q
mllmin alb
------------------- Ksat Equivalent Values ------------------
hr:min:sec
min b
(cm/min)(cm/sec)(cm/day)inlhr
ft/da
2700
10:37:00 PM
2600
100
10*37:02 PM
0:00:02
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
2500
100
10:37:04 PM
0:00:02
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
2400
100
10:37:06 PM
0:00:02
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
2300
100
10:37:08 PM
0:00:02
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
2200
100
10:37:10 PM
0:00:02
0.03
3000.00
0.9481
1.58E-02
1364.9
22.3901
44.78
2100
100
10:37:12 PM
00002
0.03
3000.00
0.948
1.58E-02
1364.9
22.3901
44.78
2000
100
10:37:14 PM
0:00:02
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
1900
100
10:37:16 PM
00002
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
1800
100
10:37:18 PM
0:00:02
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
1700
100
10:37:20 PM
0:00:02
0.03
3000.00
0.948
1.58E-02
1364.9
22.390
44.78
Natural Moisture: 5.4%
% Passing #200 : 3.3%
ESTIMATED FIELD KSAT:1
0.948
1.58E-02
1364.9
22.3901
44.78
USCS Class.: SP
Consistency: Loose I
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: NA
SlopelLandsc: NA
Depth to Bedrock ...................: NA
Precision Permeameteir'

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1357 CDC Courthouse Bay
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: 1-12
Date .............: 6/4/2010
Ksat : Saturated hydraulic conductivity
Investigators.: W. Yates/Z. Zelinski
File No.........: JX10-104G
Q: Steady-state rate of water Flow into the soil
Boring Depth.: 8 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat=Olsinh-1(H/r)-(r2/H2+1),5+r/Hj/(2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Elapsed
Time
Flow Rate Q
ml/min alb
------------------- Ksat Equivalent Values --------------- --
hr:min:sec
min b
cm/min(cm/sec)
(cm/day)
inlhr
ftlda
2500
10:16:00 PM
2400
100
10:16:03 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2300
100
10:16:06 PM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.927
29.85
2200
100
10:16:10 PM
0:00:04
0.07
1500.00
0.474
7.90E-03
682.5
11.195
22.39
2100
100
10:16:14 PM
0:00:04
0.07
1500.00
0.474
7.90E-03
682.5
11.195
22.39
2000
100
10:16:18 PM
00004
0.07
1500.00
0.474
7.90E-03
682.5
11.195
22.39
1900
100
10:16:22 PM
0:00:04
0.07
1500.00
0.474
7.90E-03
682.5
11.195
22.39
1800
100
10:16:27 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
1700
100
10:16:32 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
1600
100
10:16:37 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
1500
100
10:16:42 PM
0:00:05
0.08
1200.00
0.379
6.32E-03
546.0
8.956
17.91
Natural Moisture: 16.3%
% Passing #200 : 9.5%
ESTIMATED FIELD KSAT:
0.468
7.79E-031
673.41
11.0461
22.09
USCS Class.: SP-SM
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeametei'°

GET
GnrMmlraf •fnvrnnmrnuLTnrLrp
Virginia Beach Office
204 Grayson Road
Virginia Beach, VA 23462
[phone]
Williamsburg office
1592 Penniman Rd. Suite E
Williamsburg, Virginia 23185
[phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Elizabeth City office
504 East Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Test (SPT). N-value
Standard Penetration Tests (SPT) were performed in the field in general accordance with ASTM D 1586. The soil samples were obtained with a
standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches. The number of
blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
boring logs. The sum of the second and third penetration increments is termed the SPT N-value.
NON COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations)
Relative Densi[v
Very Loose 4 blows/ft. or less
Loose 5 to 10 blows/ft.
Medium Dense I l to 30 blows/ft.
Dense 31 to 50 blows/ft.
Very Dense 51 blows/ft. or more
Particle Size Identification
Boulders
8 inch diameter or more
Cobbles
3 to 8 inch diameter
Gravel
Coarse I to 3 inch diameter
Medium 1/z to I inch diameter
Fine 1/a to 1/2 inch diameter
Sand
Coarse 2.00 ram to 1/, inch
(diameter of pencil lead)
Medium 0.42 to 2.00 mm
(diameter of broom straw)
Fine 0.074 to 0.42 ram
(diameter of human hair)
Silt
0.002 to 0.074 mm
(cannot see particles)
CLASSIFICATION SYMBOLS (ASTM D 2487 and D 2488)
Coarse Grained Soils
More than 50% retained on No. 200 sieve
GW - Well -graded Gravel
GP - Poorly graded Gravel
GW-GM- Well -graded Gravel w/Silt
GW-GC - Well -graded Gravel w/Clay
GP -GM - Poorly graded Gravel w/Silt
GP -GC - Poorly graded Gravel w/Clay
GM - Silty Gravel
GC - Clayey Gravel
GC -GM - Silty, Clayey Gravel
SW - Well -graded Sand
SP - Poorly graded Sand
SW-SM - Well -graded Sand w/Silt
SW -SC - Well -graded Sand w/Clay
SP-SM - Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand w/Clay
SM - Silty Sand
SC - Clayey Sand
SC-SM - Silty, Clayey Sand
Fine -Grained Soils
50%or more passes the No. 200 sieve
CL - Lean Clay
CL-ML - Silty Clay
ML - Silt
OL - Organic Clay/Silt
Liquid Limit 50%or greater
CH - Fat Clay
MH - Elastic Silt
OH - Organic Clay/Silt
Highly Organic Soils
PT - Peat
Page 1 of 1
GET Revision 12112/09
COHESIVE SOILS
(CLAY, SILT and Combinations)
Consistency
Very Soft
2 blows/ft. or less
Soft
3 to 4 blows/ft.
Medium Stiff
5 to 8 blows/ft.
Stiff
9 to 15 blows/ft.
Very Stiff
16 to 30 blows/ft.
Hard
31 blows/ft. or more
Relative Proportions
Descriptive
Term Percent
Trace
0-5
Few
5-10
Little
15-25
Some
30-45
Mostly
50-100
Strata Changes
In the column "Description" on the boring log, the horizontal
lines represent approximate strata changes.
Groundwater Readines
Groundwater conditions will vary with environmental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
man-made influences, such as existing swales, drainage
ponds, underdrains and areas of covered soil (paved parking
lots, side walks, era.).
Depending on percentage of fines (fraction smaller than No.
200 sieve size), coarse -grained soils are classified as follows:
Less than 5 percent GW, GP, SW,SP
More than 12 percent GM, GC, SM, SC
5 to 12 percent Borderline cases requiring dual
symbols
Plasticity Chart
6D
50
a: CH
x �10 AI.INF
w
NI = 0.730.1;.2.01
? 30
LMH&OH
U 20
N
10
-xt FA I.&OI.
03-_-10 20 30 40 50 60 70 80 90 11yJ
LIQUID LIMIT (LL) (%)

4UG 27 2010
FINAL CIVIL CALCULATIONS
P-1357
CHILD DEVELOPMENT CENTER
COURTHOUSE BAY
MCB CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
A/E Contract No. N40085-10-D-5304
EProjects Work Order Number: 973897
C. ALLAN BAMFORTH, JR.,
ENGINEER -SURVEYOR, LTD.
NORFOLK, VIRGINIA
August 2010
CARo''�.
i
• 029841
`s . �pepw/io
�fEIBPWF��`

CDC COURTHOUSE BAY
BMP Calculations:
Basis of Design: The CDC Courthouse Bay project includes a new building along with
associated parking, walks and utilities. The site is broken up into several BMPs. The site is
draining to class SA waters. For class SA waters, this quality volume is calculated using the
increase in runoff volume from pre to post development for the 1-year, 24-hour storm or 1.5-
inches over the site, whichever is greater. The quality volume is satisfied by a combination of
bioretention, infiltration and rain harvesting BMPs. The infiltration BMPs are also sized to
handle the quantity volume for the site, based on the rational method using a ten year storm and
Wilmington I-D-F curve. Time of concentration was found using Seelye's Chart for overland
flow and Kirpich Chart for overland flow. 1-Yr, 24-hour storm calculations were performed for
soil group A, fair conditions.
The Rain Harvesting Tank handles 15% of the quality volume for SA waters from the roof. The
tank will be used for toilet flushing in the building, allowing the system to receive full
stormwater treatment credit. Separate calculations for the tank are included. The remaining 85%
of the roof area is included in the Large Infiltration Basin calculations.
The infiltration rate for the soil in the area of the infiltration basin is high enough to satisfy the
requirement allowing there to be no bypass and vegetated filter strip. Calculations are shown.
There are 6 drainage areas and 6 BMPs. There is a large and small infiltration basin, three
bioretention basins and a rain harvesting tank. The BMPs were sized with the Haestad Methods
"PondPack" software. They are in conformance with North Carolina Division of Water Quality
"Stormwater Best Management Practices Manual, July 2007".
Bioretention:
Bioretention Area 1 (Drainage Area 1) — 0.97 acres
Impervious — 0.34 acres C = 0.95
Pavers — 0.26 acres C = 0.40
Grass — 0.37 acres C = 0.30
1-Yr, 24-Hour Storm
Pre — 0.06 cfs
Post — 1.09 cfs
Paget AUG 2 7 2010
J

CDC COURTHOUSE BAY
Water Quality Volume Required
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inclies:
Site Area = 42,163 sf
Impervious = 14990 + (11348 x 0.70) = 22,934 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 22934/42163 = 54%
Rv = 0.05 + 0.009(54) = 0.54 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(I 2 in) x (0.54 in/in) x (42163 sq-ft) = 2846 cu-ft
Use "Simple Method" by Schueler to Determine Runoff Volume for'l-year, 24-hour Storm:
Predevelopment:
Site Area = 42,163 sf
Impervious = 0 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 0%
Rv = 0.05 + 0.009(0) = 0.05 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(] 2 in) x (0.05 in/in) x (42163 sq-ft) = 645 cu-ft
Postdevlopment:
Site Area = 42,163 sf
Impervious = 22,934 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent hnpervious = 22934/42163 = 54%
Rv = 0.05 + 0.009(54) = 0.54 in/in
Volume= (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(]2 in) x (0.54 in/in) x (42163 sq-ft) = 6963 cu-ft
Total Volume Required = 6963 — 645 = 6318 cu-ft
Page 2
i 41J6 2 7 2010
I

CDC COURTHOUSE BAY
Use 6318 cu-ft, which is greater than 2846 cu-ft
Bioretention Area 2 (Drainage Area 2) — 0.81 acres
Impervious — 0.36 acres C = 0.95
Pavers — 0.16 acres C = 0.40
Grass — 0.29 acres C = 0.30
1-Yr, 24-Hour Storm
Pre — 0.05 cfs
Post — 1.07 cfs
Water Quality Volume Required
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 35,408 sf
Impervious = 15776 + (6992 x 0.70) = 20,670 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 20670/35408 = 58%
Rv = 0.05 + 0.009(58) = 0.57 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(12 in) x (0.57 in/in) x (35408 sq-ft) = 2523 cu-ft
Use "Simple Method" by Schueler to Determine Runoff Volume for I -year, 24-hour Storm:
Predevelopment:
Site Area = 35,408 sf
Impervious = 0 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 0%
Rv = 0.05 + 0.009(0) = 0.05 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(I 2 in) x (0.05 in/in) x (35408 sq-ft) = 542 cu-ft
Page 3
AIICI 2 7 2010
3'

CDC COURTHOUSE BAY
Postdevlopment:
Site Area = 35,408 sf
Impervious = 20,670 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 20670/35408 = 58%
Rv = 0.05 + 0.009(58) = 0.57 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(]2 in) x (0.57 in/in) x (35408 sq-ft) = 6173' eu-ft
Total Volume = 6173 — 542 = 5631 cu-ft
Use 5631 cu-ft, which is greater than 2523 cu-ft
Total Volume Provided by Bioretention BMPs 1 and 2 = 2750 + 2970 = 5720 cu-ft
Total to be Routed to Infiltration BMP = 6318 + 5631 — 5720 = 6229 cu-ft
Bioretention Area 3 (Drainage Area 3) — 0.29 acres
Impervious — 0.04 acres C = 0.95
Grass — 0.25 acres C = 0.30
1-Yr. 24-Hour Storm
Pre — 0.02 cfs
Post — 0.07 cfs
Water Quality Volume Required
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 12,640 sf
Impervious= 1,770 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 1770/12640 = 14%
Rv = 0.05 + 0.009(14) = 0.18 in/in
Page 4 l
AIIG 2 7 2010

CDC COURTHOUSE BAY
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(I 2 in) x (0.18 in/in) x (12640 sq-ft) = 284 cu-ft
Use "Simple Method" by Schueler to Determine Runoff Volume for 1-year, 24-hour Storm:
Predevelopment:
Site Area = 12,640 sf
Impervious = 0 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
1= Percent Impervious = 0%
Rv = 0.05 + 0.009(0) = 0.05 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.05 in/in) x (12640 sq-ft) = 193 cu-ft
Postdevelopment:
Site Area = 12,640 sf
Impervious = 1,770 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 1770/12640 = 14%
Rv = 0.05 + 0.009(14) = 0.18 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.18 in/in) x (12640 sq-ft) = 696 cu-ft
Total Volume = 696 — 193 = 503 cu-ft
Use 503 cu-ft, which is greater than 284 cu-8
Total Volume Provided by Bioretention BMP 3 = 549 cu-ft
Total to be Routed to Infiltration BMP = 503 - 549 = 0 cu-ft
Drawdown Time for Bioretention Basins
Time = Ponding Depth/Infiltration Rate in Media = 12 inches/1.5 inches/hour = 8 hours
Page 5
AUG 2 7 2010

CDC COURTHOUSE BAY
Large Infiltration BMP (Drainage Areas 1 — 5):
PredevelopmenC:
Total Area — 6.34 acres
Impervious — 0.11 acres C = 0.95
Grass = 6.23 acres C = 0.30
1-Yr, 24-Hour Storm
Pre — 0.32 cfs
Time of Concentration
Seelye's Chart for Overland Flow:
L = 200 ft Slope = (45.9 — 39.0)/200 = 3.45% T, = 15 minutes
Kirpich Chart for Overland Flow:
L = 340 ft Height = (39.0 — 36.0) = 3' T� = 4 x 2 = 8 minutes
Total T, = 23 minutes
Rainfall Intensity
- Wilmington I-D-F Curve, 10-Year Storm, 23 minutes I = 4.2 in/hr
Allowable Discharee — Use all Grass
Q (I 0-Year) = CAI = (0.30 x 6.34) x 4.2 = 7.99 cfs
Postdevelopment:
Area — 6.34 acres
Impervious — 2.02 acres C = 0.95
Pavers — 0.42 acres C = 0.40
Grass — 3.90 acres C = 0.30
Page 6
AUG 2 7 2010

CDC COURTHOUSE BAY
1-Yr, 24-Hour Storm
Post — 4.52 cfs
Time of Concentration
Seelye's Chart for Overland Flow:
L = 75 ft Slope =11/0 T, = 15 minutes
Total T. = 15 minutes
Temporary Water Quality Volume Required (Area 5 and Remainin€t Roof from Rain Harvestine)
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 157,590 + (33,400 X 0.85) = 185,980 sf
Impervious = 27,221 + (33,400 X 0.85) = 55,611 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 55611 /185980 = 30%
Rv = 0.05 + 0.009(30) = 0.32 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(12 in) x (0.32 in/in) x (185980 sq-ft) = 7439 cu-ft
Use "Simple Method" by Schueler to Determine Runoff Volume for 1-year, 24-hour Storm:
Predevelopment:
Site Area=185,980 sf
Impervious = 4,979 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 4979/185980 = 3%
Rv = 0.05 + 0.009(3) = 0.08 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.08 in/in) x (185980 sq-ft) = 4550 cu-ft
Pa.-e 7
AUG 2 7 2010

CDC COURTHOUSE BAY
Postdevelopment:
Site Area = 157,590 + (33,400 X 0.85) = 185,980 sf
Impervious = 27,221 + (33,400 X 0.85) = 55,611 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 55611/185980 = 30%
Rv = 0.05 + 0.009(30) = 0.32 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume= (3.67 in rainfall)/(12 in) x (0.32 in/in) x (185,980 sq-ft) = 18201 cu-ft
Total Volume = 18201 — 4550 = 13651 cu-ft
Use 13651 cu-ft, which is greater than 7439 cu-ft
Quality Volume Required by Infiltration BMP:
Total Volume to be Provided by Infiltration BMP = Total Volume Required + Remaining
Volume from Bioretention and Rain Harvesting = 13,651 + 6,229 = 19,880 cu-ft
Total Volume Provided in Infiltration BMP for Quality = 20483 cu-ft OK
Drawdown Time
Time = Water Quality Volume/2 x Infiltration Rate x Area
Time = 20483 cf/2 x 4.59 inches/hour x 1 /12 x 7625 sf = 3.5 hours = 0.15 days
10-year, 24-hour storm (Drainage Areas 1 — 5)
Use "Simple Method" by Schueler to Determine Runoff Volume for 6.89-inches:
Site Area = 281,201 sf
Impervious = 105,996 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
1= Percent Impervious = 105996/281201 = 38%
Rv = 0.05 + 0.009(38) = 0.39 in/in
Page 8
2 7 2010

CDC COURTHOUSE BAY
Volume = (Design Rainfall)'x (Rv) x (Drainage Area)
Volume = (6.89 in rainfall)/(12 in) x (0.39 in/in) x (281201 sq-ft) = 62,968 cu-ft
Total Volume Required to be Infiltrated = volume - volume in bioretention basins — volume in
rain harvesting tank = 62,968 — 6,269 — 1337 = 55,362 cu-ft
Infiltration Rate = 9.18/2 = 4.59 in/hr
Total Volume Infiltrated in 24-Hours = (4.59 in/hr x 7625 sf x 24 hr x 1 ft/ 12 in) = 69,998 of
69,998 > 62,968, no bypass required
Page 9
Al1G 2 � 2010

Small Infiltration BMP (Drainage Area 6):
redevelopment:
04
Total Area — 2.17 acres
U Impervious — .6 cres C = 0.95
O/ Grass = 1.50 acres C = 0.30
I-Yr, 24-Hour Storm
Pre — 1.07 cfs
Time of Concentration
Kirpich Chart for Overland Flow:
L = 660 ft Height (38.7 — 36.5) = 2.2'
Total T, = 22 minutes
T, = I I x 2 = 22 minutes
Rainfall Intensity
- Wilmington I-D-F Curve, 10-Year Storm, 22 minutes I = 4.3 in/hr
Allowable Discharge
Q (10-Year) = CAI = [(0.30 x 1.50) + (0.95 x 0.67)] x 4.3 = 4.67 cfs
Postdevelopment:
Total Area — 2.17 acres
Impervious — 0.96 acres C = 0.95
Grass = 1.21 acres C = 0.30
Page 10
pn,272010

1-Yr, 24-Hour Storm
Post — 2.06 cfs
Time of Concentration
Seelye's Chart for Overland Flow:
L=10ft Slope =(39.7-39.6)/10=I%
Kirpich Chart for Ditch Flow:
L = 580 fit Height = (39.6 — 38.0) = 1.6'
Total Tc = 15 minutes
Temporary Water Quality Volume Required
CDC COURTHOUSE BAY
T, = 5 minutes
Tc = 10 minutes
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 94,584 sf
Impervious = 42,000 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
1= Percent Impervious = 42000/94584 = 44%
Rv = 0.05 + 0.009(44) = 0.45 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(12 in) x (0.45 in/in) x (94584 sq-ft) = 5273 cu-ft
Use "Simple Method" by Schueler to Determine Runoff Volume for 1-year, 24-hour Storm:
Predevelopment:
Site Area = 94,584 sf
Impervious = 29,025 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 29025/94584 = 31 %
Rv = 0.05 + 0.009(31) = 0.33 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Page I I
qnr, 2 7 2010-- j

CDC COURTHOUSE BAY
Volume = (3.67 in rainfall)/(12 in) x (0.33 in/in) x (94584 sq-ft) = 9546 cu-ft
Postdevelopment:
Site Area = 94,584 sf
Impervious = 42,000 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 42000/94584 = 44%
Rv = 0.05 + 0.009(44) = 0.45 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.45 in/in) x (94584 sq-ft) = 13017 cu-ft
Total Volume = 13017 — 9546 = 3471 cu-ft
Use 5273 cu-ft, which is greater than 3471 cu-ft
Total Volume Provided in Infiltration BMP for Quality = 5281 cu-ft OK
Drawdown Time
Time = Water Quality Volume/2 x Infiltration Rate x Area
Time = 5281 cf/2 x 1 inch/hour x 1 /12 x 4550 sf = 7 hours = 0.29 days
Page 12
AUG 2 7 2010

CDC COURTHOUSE BAY
Summary of Results:
Large Infiltration Basin:
Allowable Outflow (I0-YearStorm) = 7.99 cfs
Outlet Structure — 3.5 foot x 0.43 foot Rectangular Orifice at Elevation 31.30
— Inlet Box at Elevation 32.40 (overflow elevation)
r
Peak Outflow for 10-Year Storm = 7.08 cfs at Elevation 32.26 feet
Small Infiltration Basin:
Allowable Outflow (I0-YearStorm) = 4.67 cfs
Outlet Structure —3.5 foot x 0.33 foot Rectangular Orifice at Elevation 35.55
— Inlet Box at Elevation 36.55 (overflow elevation)
Peak Outflow for 10-Year Storm = 3.81 cfs at Elevation 36.02 feet
Page 13
Al ; 2 7 2010

Type.... Unit Hyd. Summary Page 7.03
Name.... BID 1 PRE Tag: 1 Event: 1 yr
File.... K:\Sob-Files\2010\10016\CalCS\BI01 IYR.PPW
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year Storm
Duration = 1440.00 min Rain Depth = 3.6700 in
Rain Dir = K:\Job-Files\2010\10016\Calcs\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Din K:\Job-Files\2010\10016\Calcs\
HYG File - ID = - BID 1 PRE 1
To = 15.00 min
Drainage Area = .970 acres Runoff CN= 49
--------------------------------------------
Computational Time Increment = 2.000 min
Computed Peak Time. = 750.00 min
Computed Peak Flow = .06 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 750.00 min
Peak Flow, Interpolated Output = .06 cfs
--------------------------------------------
DRAINAGE AREA
ID:BIO 1 PRE
CN = 49
Area = .970 acres
S = 10.4082 in
0.2S = 2.0816 in
Cumulative Runoff
-------------------
.2103 in
740 cu.ft
HYG Volume... 740 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
15.000
min (ID:
BID 1 PRE)
Computational Incr,
Tm =
2.000
min = 0.20000
Tp
Unit Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K = 483.43/645.333,
K =
..7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit peak,
'1p =
4.40
cfs
Unit peak time
Tp =
10.000
min
Unit receding limb,
In =
40.000
min
Total unit time,
Tb =
50.000
min
S/N: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 11:49 AM Date: 8/26/2010
pur, 2 7 2010

Type.... Unit Hyd. Summary Page 7.03
Name.... BID 1 POST Tag: 1 Event: 1 yr
File.... K:\Job-Files\2010\10016\Calcs\BID1 1YR.PPW
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.6700 in
Rain Dir = K:\Job-Files\2010\10016\Calcs\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\Job-Files\2010\10016\Calcs\
HYG File - ID = - BID 1 POST 1
Tc = 10.00 min
Drainage Area = .970 acres Runoff CN= 72
Computational Time Increment = 1.333 min
Computed Peak Time = 729.33 min
Computed Peak Flow = 1.09 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = 1.09 cfs
DRAINAGE AREA
ID:BIO 1 POST
CN = 72
Area = .970 acres
S = 3.8889 in
0.25 = .7778 in
Cumulative Runoff
-------------------
1.2336 in
4344 cu.ft
HYG Volume... 4343 cu.ft (area under HYG curve)
««+«+ SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 10.000 min (ID: BID 1 POST)
Computational Incr, Tm = 1.333 min = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, dp = 6.59 cfs -
Unit peak time Tp = 6.667 min
Unit receding limb, Tr = 26.667 min
Total unit time, Tb = 33.333 min
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 11:48 AM Date: 8/26/2010
Qllr, 2 � Zoio 1

Type.... Vol: Elev-Area
Page 1.01
Name.... BIORETENTION 1
File.... R:\Sob-Files\2010\10016\Calcs\BIORETENTION
1.PPW
Elevation Planimeter
Area
Al+A2+sgr(A1'A2)
Volume
Volume Sum
(ft) (sq.in)
------------------O"-'
(sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
----36-'---
0
0
0
36.70 -----
2825
2825
377
377
37.40 -----
3990
10172
2374
2750
POND VOLUME EQUATIONS
Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq. rt. (Areal•Area2) )
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 11:49 AM Date: 8/26/2010
AUG 2 7 2010
c v.
-J

Type.... Unit Hyd. Summary Page 7.03
Name.... RIO 2 PRE Tag: 1 Event: 1 yr
File.... K:\Sob-Files\2010\10016\Calcs\BI02 1YR.PPW
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.6700 in
Rain Dir = K:\Job-Files\2010\10016\Calcs\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\Job-Files\2010\10016\Calcs\
HYG File - ID = - BID 2 PRE 1
Tc = 15.00 min
Drainage Area = .810 acres Runoff CN= 49
---------- ______________________-------- ____
________________
Computational Time Increment = 2.000 min
Computed Peak Time = 750.00 min
Computed Peak Flow = .05 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 750.00 min
Peak Flow, Interpolated Output = .05 cfs
DRAINAGE AREA
ID:BIO 2 PRE
CN = 49
Area = .810 acres
S = 10.4082 in
0.25 = 2.0816 in
Cumulative Runoff
-------------------
.2103 in
618 cu.ft
HYG Volume... 618 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 15.000 min (ID: BID 2 PRE)
Computational Incr, Tm = 2.000 min = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, CIp = 3.67 cfs
Unit peak time Tp = 10.000 min
Unit receding limb, Tr = 40.000 min
Total unit time, Tb = 50.000 min
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 11:51 AM Date: 8/26/2010
AiIG 2 7 2010

Type.... Unit Hyd. Summary Page 7.03
Name.... BID 2'POST Tag: 1 Event: 1 yr
File.... K:\Job-Files\2010\10016\CaICS\BIO2 IYR.PPW
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.6700 in
Rain Dir = K:\Job-Files\2010\10016\Calcs\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\Job-Files\2010\10016\Calcs\
HYG File - ID = - BID 2 POST 1
Tc = 10.00 min
Drainage Area = .810 acres Runoff CN= 75
Computational Time Increment = 1.333 min
Computed Peak Time = 729.33 min
Computed Peak Flow = 1.07 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = 1.07 CIS
---------- __________________________________
DRAINAGE AREA
ID:BIO 2 POST
CN = 75
Area = .810 acres
S = 3.3333 in
0.25 = .6667 in
Cumulative Runoff
___________________
1.4235 in
4185 cu.ft
HYG Volume... 4185 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS '****
Time Concentration,
Tc =
10.000
min (ID:
BID 2 POST)
Computational Incr,
Tm =
1.333
min = 0.20000
Tp
Unit Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K = 483.43/645.333,
K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit peak,
CIP =
5.51
cfs
Unit peak time
Tp =
6.667
min
Unit receding limb,
Tr =
26.667
min
Total unit time,
Tb =
33.333
min
S/N: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 11:50 AM Date: 8/26/2010
AUG 2
7 ZO1O

Type.... Vol: Elev-Area
Name.... BID 2
Page 1.01
File.... C:\HAESTAD\PPKW\SAMPLE\BI02.PPW
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
--------------------o--
(sq.in) (sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
36.30
-----
0
0
0
36.70
----- 3059
3059
408
408
37.40
----- 4296
10980
2562
2970
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELI) * (Areal + Area2 + sq.rt.(Areal*Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 11:55:32 Date: 08-26-2010
AUG 2 7. 2010

Type.... Unit Hyd. Summary Page 7.03
Name.... BID 3 PRE Tag: 1 Event: 1 yr
File.... K:\Job-Files\2010\10016\Calcs\BI03 IYR.PPW
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.6700 in
Rain Dir = K:\Job-Files\2010\10016\Calcs\
Rain File -ID = - TypeIIl 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\Job-Files\2010\10016\Calcs\
HYG File - ID = - BID 3 PRE 1
Tc = 15.00 min
Drainage Area = .290 acres Runoff CN= 49
Computational Time Increment = 2.000 min
Computed Peak Time = 750.00 min
Computed Peak Flow = .02 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 750.00 min
Peak Flow, Interpolated Output = .02 cfs
DRAINAGE AREA
ID:BIO 3 PRE
CN = 49
Area = .290 acres
S = 10.4082 in
0.2S = 2.0816 in
Cumulative Runoff
-------------------
.2103 in
221 cu.ft
HYG Volume... 221 cu.ft (area under HYG curve)
SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 15.000 min (ID: BID 3 PRE)
Computational Incr, Tm = 2.000 min = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 1.31 cfs
Unit peak time Tp = 10.000 min
Unit receding limb, Tr = 40.000 min
Total unit time. Tb = 50.000 min
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 11:54 AM Date: 8/26/2010
AUG 2 7 2010
L

Type.... Unit Hyd. Summary Page 7.03
Name.... RIO 3 POST Tag: 1 Event: 1 yr
Fil.e.... K:\Job-Files\2010\10016\Calcs\BI03 1YR.PPW
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.6700 in
Rain Dir = K:\Job-Files\2010\10016\Calcs\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\Job-Files\2010\10016\Calcs\
HYG File - ID = - BIO 3 POST 1
Tc = 13.00 min
Drainage Area = .290 acres Runoff CN= 56
Computational Time Increment = 1.733 min
Computed Peak Time = 736.67 min
Computed Peak Flow = .07 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 735.00 min
Peak Flow, Interpolated Output = .07 cfs
--------------------------------------------
DRAINAGE AREA
ID:BIO 3 POST
CN = 56
Area = .290 acres
S = 7.8571 in
0.2S = 1.5714 in
Cumulative Runoff
------------------
.4424 in
466 cu.£t
HYG Volume... 465 cu.ft (area under HYG curve)
SCS UNIT HYDROGRAPH PARAMETERS
Time Concentration, Tc = 13.000 min (ID: BID 3 POST)
Computational Incr, Tm = 1.733 min = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 1.52 cfs
Unit peak time Tp = 8.667 min
Unit receding limb, Tr = 34.667 min
Total unit time, Tb = 43.333 min
AUG 2 7 2010
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 11:53 AM Date: 8/26/2010

Type.... Vol: Elev-Area
Page 1.01
Name.... BIORETENTION 3
File.... K:\Job-Files\2010\10016\Calcs\BIORETENTION.PPW
Elevation Planimeter
Area
Al+A2+sgr(AI'A2)
Volume
Volume Sum
(ft) (sq.in)
(sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
36.70 _ -----
0
----------------------------
0
0
0
37.10 -----
612
612
82
82
37.70 -----
960
2338
468
549
POND VOLUME EQUATIONS
. Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) ' (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal-Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: 321201907096 C..Allan Bamforth, Inc.
Pond Pack Ver. 9.0046 Time: 12:53 AM Date: 8/26/2010
AUG 2 7 2010

Type.... Unit Hyd. Summary Page 7.03
Name.... INFILTRATION PRE Tag: 1 Event: 1 yr
File.... K:\Job-Files\2010\10016\Calcs\INFILT 1 YR.PPW
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.6700 in
Rain Dir = K:\Job-Files\2010\10016\Calcs\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\Job-Files\2010\10016\Calcs\
HYG File - ID = - INFILTRATION PRE 1
To = 23.00 min
Drainage Area = 6.340 acres Runoff CN= 49
--------------------------------------------
Computational Time Increment = 3.067 min
Computed Peak Time = 757.47 min
Computed Peak Flow = .32 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 756.00 min
Peak Flow, Interpolated Output = .32 cfs
--------------------------------------------
DRAINAGE AREA
ID:INFILTRATION PRE
CN = 49
Area = 6.340 acres
S = 10.4082 in
0.2S = 2.0816 in
Cumulative Runoff
-------------------
.2103 in
4840 cu.ft
HYG Volume... 4839 cu.ft (area under HYG curve)
SCS UNIT HYDROGRAPH PARAMETERS
Time Concentration,
To =
23.000
min (ID:
INFILTRATION PRE)
Computational Incr,
Tm =
3.067
min = 0.20000
Tp
Unit Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K = 483.43/645.333,
K
=
.7491
(also,
K = 2/(lr(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit peak,
cIp =
18.74
cfs
Unit peak time
Tp =
15.333
min
Unit receding limb,
Tr =
61.333
min
Total unit time,
Tb =
76.667
min
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 11:59 AM Date: 8/26/2010
qUG 2 7 2010

Type.... Unit Hyd. Summary Page 7.03
Name.... INFILTRATION PST Tag: 1 Event: 1 yr
File.... K:\Job-Files\2010\10016\Calcs\INFILT 1 YR.PPW
Storm... TypeflI 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.6700 in
Rain Dir = K:\Sob-Files\2010\10016\Calcs\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\Job-Files\2010\10016\Calcs\
HYG File - ID = - INFILTRATION PST I
Tc = 12.00 min
Drainage Area = 6.340 acres Runoff CN= 66
Computational Time Increment = 1.600 min
Computed Peak Time = 731.20 min
Computed Peak Flow = 4.58 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 732.00 min
Peak Flow, Interpolated Output = 4.52 cfs
DRAINAGE AREA
ID:INFILTRATION PST
CN = 66
Area = 6.340 acres
S = 5.1515 in
0.2S = 1.0303 in
Cumulative Runoff
___________________
.8943 in
20583 cu.ft
HYG Volume... 20580 cu.ft (area under HYG curve)
««*«* SCS UNIT HYDROGRAPH PARAMETERS
Time Concentration, Tc = 12.000 min (ID: INFILTRATION PST)
Computational Incr, Tm = 1.600 min = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 35.92 cfs
Unit peak time Tp = 8.000 min
Unit receding limb, Tr = 32.000 min
Total unit time, Tb = 40.000 min
i
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 11:59 AM Date: 8/26/2010 A U G 2 7 2010
�7•

Type.... Mod. Rational Graph Page 12.02
Name.... SUBAREA 10 Tag: wi110 Event: 10 yr
File.... R:\Job-Files\2010\10016\Calcs\INFILTRATION.PPW
Storm... Wilmington 10 Tag: wi110
MODIFIED RATIONAL METHOD
--- Graphical Summary for Maximum Required Storage ----
Method I
Q = CiA " Units Conversion; Where Conversion = 43560 / (12 " 3600)
" RETURN FREQUENCY: 10 yr Allowable Outflow: 7.99 cfs
" 'C' Adjustment: 1.000 Required Storage: 12016 cu.ft +
« ___________________________________________+
" Peak Inflow: 9.10 cfs
" .HYG File: wi110
Q Td = 51.00 min Return Freq: 10 yr
/------- Approx. Duration for Max. Storage ------/ C adj.factor:1.000
x
Tc= 15.00 min
I = 5.0000 in/hr Area = 6.340 acres
. Q = 16.42 cfs Weighted C = .514
.�. Adjusted C = .514
Required Storage
-- 12016 cu.ft Td= 51.00 min
I = 2.7700 in/hr
x x x x x x xIx x x x x x x x x x x Q= 9.10 cfs
x
o Q = 7.99 cfs
x O x (Allow.Outflow)
x o
x o NOT TO SCALE x
. x o
o x
----------------------------------------------------- ____________
52.82 min T
SIN: 321201907096 C. Allan Bamforth, Inc. AUG 2 7 2010
PondPack Ver. 9.0046 Time: 12:03 PM Date: 8/26/2010 _ — —

Type.... Vol: Elev-Area
Page 9.01
Name.... POND 10
File.... A:\Job-Files\2010\10016\Calcs\
INFILTRATION. PPW
Elevation Planimeter
Area
Al+A2+sgr(A1'A2) Volume
Volume Sum
(ft) (sq.in)
(sq.ft)
(sq.ft) (cu.ft)
(cu.ft)
------------------------------------------------------------------------
29.00 -----
7620
0 - 0
0
34.50 -----
14575
32734 60012
60012
POND VOLUME EQUATIONS
Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) - (EL2-EL1) - (Areal + Area2 + sq. rt. (Areal'Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
AUG 2 7 2010
r.
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 12:02 PM Date: 8/26/2010

Type.... Outlet Input Data Page 10.01
Name.... Outlet 2
File.... K:\Job-Files\2010\10016\Calcs\INFILTRATION.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 29.00 ft
Increment = .20 ft
Max. Elev, 34.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
*--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ----------- ------------------
Orifice-Area ---> TW 31.300 34.500
TW SETUP. DS Channel
SIN: 321201907096 C. Allan Bamforth, Inc. AUG 2 7 2010 i
PondPack Ver. 9.0046 Time: 12:03 PM Date: 8/26/2010

Type.... Outlet Input Data
Name.... Outlet 2
File.... K:\Job-Files\2010\10016\Calcs\INFILTRATION.PPW
Page 10.02
OUTLET STRUCTURE INPUT DATA
Structure ID
=
Structure Type
------------------------------------
= Orifice -Area
# of Openings
= 1
Invert Elev.
= 31.30
ft
Area
= 1.5050
sq.ft
Top of Orifice
= 31.73
ft
Datum Elev.
= 31.30
ft
Orifice Coeff.
_ .600
Structure ID = TW
Structure Type = TW SETUP, IS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW tolerance =
.01
ft
Max.
TW tolerance =
.01
ft
Min..HW
tolerance =
.01
ft
Max.
HW tolerance =
.01
£t
Min.
Q tolerance =
.10
cfs
Max.
Q tolerance =
.10
cfs
S/N: 321201907096 C. Allan Eamforth, Inc.
PondPack Ver. 9.0046 Time: 12:03 PM
Date: 8/26/2010
A.�!f; 2'7 2010

Type.... Pond E-V-Q Table Page 11.01
Name.... POND 10
File.... K:\Job-Files\2010\10016\Calcs\INFILTRATION.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\Job-Files\2010\10016\Calcs\
Inflow HYG file = NONE STORED - POND 10 IN willo
Outflow HYG file = NONE STORED - POND 10 OUT wi110
Pond Node Data = POND 10
Pond Volume Data = POND 10
Pond Outlet Data = Outlet 2
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
31.30
£t
Starting
Volume =
20483
cu.ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
c£s
Starting
Total Qout=
.00
cfs
. Time Increment =
3.00
min
Elevation
Outflow
Storage
Area
Infilt.
Q Total.
2S/t +
0
ft
______-__-_---------_-0
cfs
cu.ft
sq.ft
cfs
cfs
cfs
29.00
.00
-----------------------
7620
00
.00
.00
29.20
.00
1545
7834
.00
.00
17.17
29.40
.00
3134
8050
.00
.00
34.82
29.60
.00
4766
8270
.00
.00 -
52.95
,. 29.80
.00
6442
8493
.00
.00
71.58
30.00
.00
8163
8718
.00
.00
90.70
30.20
.00
9929
8947
.00
.00
110.33
30.40
.00
11742
9178
.00
.00
130.47
30.60
.00
13601
9413
.00
.00
151.12
30.80
.00
15507
9650
.00
.00
172.30
31.00
.00
17461
9890
.00
.00
194.01
31.20
.00
19464
10134
.00
.00
216.26
31.30
.00
20483
10256
.00
.00
227.59
31.40
1.10
21515
10380
.00
1.10
240.16
31.60
3.31
23616
10629
.00
3.31
265.71
31.80
5.12
25767
10881
.00
5.12
291.42
32.00
6.06
27968
11136
.00
6.06
316.82
32.20
6.87
30221
11395
.00
6.87
342.67
32.40
7.60
32526
11656
.00
7.60
369.00
32.60
8.26
348B4
11920
.00
8.26
395.86
AUG 2 7 2010
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 12:03 PM Date: 8/26/2010

Type.... Pond E-V-Q Table Page 11.02
Name.... POND 10
File.... K:\Job-Files\2010\10016\Calcs\INFILTRATION.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\Job-Files\2010\10016\Calcs\
Inflow HYG file = NONE STORED - POND 10 IN Wi110
Outflow HYG file = NONE STORED - POND 1.0 OUT Wi110
Pond Node Data = POND 10
Pond Volume Data = POND 10
Pond Outlet Data = Outlet 2
No Infiltration
INITIAL CONDITIONS
Starting
WS-Elev =
31.30
ft
Starting
Volume =
20483
cu.ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
3.00
min
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t +
0
ft
------------------------------------------------------------------------------
cfs
cu.ft
sq.ft
cfs
cfs
cfs
32.80
8.87
37294
12187
00
8.87
423.25
33.00
9.44
39759
12456
.00
9.44
451.21
33.20
9.98
42277
12729
.00
9.98
479.73
33.40
.10.50
44851
13005
.00
10.50
508.84
33.60
10.99
47480
13284
.00
10.99
538.54
33.80
11.45
50164
13566
.00
11.45
568.84
34.00
11.90
52906
13850
.00
11.90
599.75
34.20
12.34
55705
14138
.00
12.34
631.28
34.40
12.75
58561
14429
.00
12.75
663.44
34.50
12.96
60012
14575
.00
12.96
679.75
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 _ Time: 12:03 PM Date: 8/26/2010
A.Ii, 2 7 2010 -
I' r.

Type.... Pond Routing Summary
Name.... POND 10 OUT Tag: wi110
File.... E:\Job-Files\2010\10016\CalCS\INFILTRATION.PPW
Storm... Wilmington 10 Tag: wi110
LEVEL POOL ROUTING SUMMARY
HYG Dir = R:\Job-Files\2010\10016\Calcs\
Inflow HYG file = NONE STORED - POND 10 IN wi110
Outflow HYG file = NONE STORED - POND 10 OUT wi110
Pond Node Data = POND 10
Pond Volume Data = POND 10
Pond Outlet Data = Outlet 2
No Infiltration
INITIAL CONDITIONS
Starting WS Elev =
31.30
ft
Starting Volume =
20483
cu.ft
Starting Outflow =
.00
cfs
Starting Infiltr. _
.00
cfs
Starting Total Qout=
.00
cfs
Time Increment =
3.00
min
INFLOW/OUTFLOW HYDROGRAPH
SUMMARY
------------
Peak Inflow =9
10
cfs at 15.00 min
Peak Outflow =
7.08
cfs at 54.00 min
-----------------------------------------------------
Peak Elevation =
32.26
ft
Peak Storage =
-----------------------------------------------------
30866
cu.ft
MASS BALANCE(cu.ft)
__________________________
+ Initial Vol = 20483
+ HYG Vol IN = 27836
- Infiltration = 0
- HYG Vol OUT = 27833
- Retained Vol = 20486
Unrouted Vol = 0 cu.ft
(.0008 of Inflow Volume)
Page 11.05
Event: 10 yr
SIN: 321201907096 C. Allan Bamforth, Inc. i AUG 2 7 2010
PondPack Ver. 9.0046 Time: 12:03 PM Date: 8/26/2010
L
J

Type.... Unit Hyd. Summary Page 7.03
Name.... INFILTRATION PRE Tag: 1 Event: 1 yr
File.... K:\Job-Files\2010\10016\CaICS\INFILT 1 YR SMALL.PPW
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.6700 in
Rain Dir = K:\Job-Files\2010\10016\Calcs\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\Job-Files\2010\10016\Calcs\
HYG File - ID = - INFILTRATION PRE 1
Tc = 22.00 min
Drainage Area = 2.170 acres Runoff CN= 64
Computational Time Increment = 2.933 min
Computed Peak Time = 739.20 min
Computed Peak Flow = 1.08 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 741.00 min
Peak Flow, Interpolated Output = 1.07 cfs
--------------
DRAINAGE AREA
ID:INFILTRATION PRE
CN = 64
Area = 2.170 acres
S = 5.6250 in
0.2S = 1.1250 in
Cumulative Runoff
-------------------
.7928 in
6245 cu.ft
HYG Volume... 6244 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 22.000 min (ID: INFILTRATION PRE)
Computational Incr, Tm = 2.933 min = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, gp = 6.71 cfs
Unit peak time Tp = 14.667 min
Unit receding limb, Tr = 58.667 min
Total unit time, Tb = 73.333 min
SIN: 321201907096 C. Allan Hamforth, Inc.
PondPack Ver. 9.0046 _ Time: 12:01 PM Date: 8/26/2010
nll l 2 7 2010 I
_ 1

Type.... Unit Hyd. Summary Page 7.03
Name.... INFILTRATION PST Tag: 1 Event: 1 yr
File.... K:\Job-Files\2010\10016\Calcs\INFILT 1 YR SMALL.PPW
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.6700 in
Rain Dir = K:\Job-Files\2010\10016\Calcs\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\Job-Files\2010\10016\Calcs\
HYG File - ID = - INFILTRATION PST 1
Tc = 15.00 min
Drainage Area = 2.170 acres Runoff CN= 71
------------------------
Computational Time Increment = 2.000 min
Computed Peak Time = 732.00 min
Computed Peak Flow = 2.06 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 732.00 min
Peak Flow, Interpolated Output = 2.06 cfs
DRAINAGE AREA
ID:INFILTRATION PST
CN = 71
Area = 2.170 acres
S = 4.0845 in
0.2S = .8169 in
Cumulative Runoff
-------------------
1.1733 in
9243 cu.ft
HYG Volume... 9243 cu.ft (area under HYG curve)
+«+++ SCS UNIT HYDROGRAPH PARAMETERS +++++
Time Concentration, Tc = 15.000 min (ID: INFILTRATION PST)
Computational Incr, Tm = 2.000 min = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(I+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, CIP = 9.83 cfs
Unit peak time Tp = 10.000 min
Unit receding limb, Tr = 40.000 min
Total unit time, Tb = 50.000 min
SIN: 321201907096 C. Allan Bamforth, Inc.
6" ; 2 7 2010
PondPack Ver. 9.0046 Time: 12:02 PM Date: 8/26/2010

Type.... Mod. Rational Graph Page 12.02
Name.... INFILTRATION SM Tag: wi110 Event: 10 yr
File.... K:\Job-Files\2010\10016\Calcs\INFILTRATION SMALL.PPW
Storm... Wilmington 10 Tag: wi.110
MODIFIED RATIONAL METHOD
---- Graphical Summary for Maximum Required Storage ----
Method i
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
* RETURN FREQUENCY: 10 yr Allowable Outflow: 4.67 cfs "
* 'C' Adjustment: 1.000 Required Storage: 2260 cu.ft "
«-----------------------------------------------------------
* Peak Inflow: 4.68 cfs
* .HYG File: wi110
Q I Td = 31.00 min I Return Freq: 10 yr
/------- Approx. Duration for Max. Storage ------/ C adj.factor:1.000
Tc= 15.00 min
I = 5.0000 in/hr
Q = 6.43 cis
Required Storage
-- 2260 cu.ft
x x x x x x x1x x x x x x x x x x x
x
Area = 2.170 acres
Weighted C = .588
Adjusted C = .588
Td= 31.00 min
I = 3.6400 in/hr
Q = 4.68 cfs
x
o Q = 4.67 cfs
x o x (Allow.Ontflow)
x o
x o NOT TO SCALE x
x o
o x
-------------------------------------------------------
31.03 min T
4'' ; 2 7 2010
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 12:04 PM Date: 8/26/2010

Type.... Vol: Elev-Area Page 9.01
Name.... POND 10
File.... K:\Job-Files\2010\10016\Calcs\INFILTRATION SMALL.PPW
Elevation Planimeter
Area
Al+A2+sgr(Al*A2)
Volume
Volume Sum
(ft) (sq.in)
- (sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
________________________________________________________________________
34.50 -----
4550
0
0
0
37.00 -----
7025
17229
14357
14357
POND VOLUME EQUATIONS
" Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) . (EL2-EL1) , (Areal + Area2 + sq.rt.(Areal`Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
l
SIN: 321201907096 C. Allan Bamforth, Inc.
ul '1 2 7 2010
PondPack Ver. 9.0046 Time: 12:04 PM Date: 8/26/2010
_ _1

Type.... Outlet Input Data Page 10.01
Name.... Outlet 2
File.... K:\Job-Files\2010\10016\Calcs\INFILTRATION SMALL.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 34.50 ft
Increment = .20 ft
Max. Elev.= 37.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream t0 DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
__-- _______ __________________
Orifice -Area ---> TW 35.550 37.000
TW SETUP, US Channel
SIN: 321201907096 C. Allan Bamforth, Inc. P,' 2 % 2010
PondPack Ver. 9.0046 Time: 12:04 PM Date: 8/26/2010

Type.... Outlet Input Data
Name.... Outlet 2
File.... K:\Job-Files\2010\10016\Calcs\INFILTRATION SMALL.PPW
Page 10.02
OUTLET STRUCTURE INPUT DATA
Structure ID
=
Structure Type
= Orifice -Area
------------------------------------
# of Openings
= 1
Invert Elev.
= 35.55
It
Area
= 1.1550
sq.ft
Top of Orifice
= 35.88
ft
Datum Elev.
= 35.55
ft
Orifice Coeff.
_ .600
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW tolerance =
.01
ft
Max.
TW tolerance =
.01
ft
Min.
RW tolerance =
.01
ft
Max.
RW tolerance =
.01
ft
Min.
Q tolerance =
.10
cfs
Max.
Q tolerance =
.10
CIS
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 12:04 PM Date: 8/26/2010
I
1 2010 �I
[AUGJ r:-� - l

Type.... Pond E-V-Q Table Page 11.01
Name.... POND 10
File.... K:\Job-Files\2010\10016\Calcs\INFILTRATION SMALL.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\Job-Files\2010\10016\Calcs\
Inflow HYG file = NONE STORED - POND 10 IN wi110
Outflow HYG file = NONE STORED - POND 10 OUT wi110
Pond Node Data = POND 10
Pond Volume Data = POND 10
Pond Outlet Data = Outlet 2
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
35.55
ft
Starting
Volume =
5281
cu.ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
3.00
min
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t +
0
ft
cfs
cu.ft
sq.ft
cfs
cfs
cfs
------------------------------------------------------------------------------
34.S0
.00
0
4550
.00
.00
.00
34.70
.00
928
4728
.00
.00
10.31
34.90
.00
1892
4910
.00
.00
21.02
35.10
.00
2892
5095
.00
.00
32.13
35.30
.00
3930
5284
.00
.00
43.66
35.50
.00
5006
5476
.00
.00
55.62
35.55
.00
5281
5524
.00
.00
58.67
35.70
1.45
6120
5671
.00
1.45
69.46
35.90
3.29
7274
5870
.00
3.29
84.12
36.10
4.12
8469
6072
.00
4.12
98.22
36.30
4.81
9704
6278
.00
4.81
112.63
36.50
5.42
10980
6487
.00
5.42
127.42
36.70
5.96
12299
6700
.00
5.96
142.61
36.90
6.46
13660
6916
.00
6.46
158.24
37.00
6.69
14357
7025
.00
6.69
166.22
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 12:04 PM Date: 8/26/2010
011,272010

Type.... Pond Routing Summary Page 11.04
Name.... POND 10 OUT Tag: wi110 Event: 10 yr
File.... K:\Job-Files\2010\10016\Calcs\INFILTRATION SMALL.PPW
Storm... Wilmington 10 Tag: wi110
LEVEL POOL ROUTING SUMMARY
HYG Dir = K:\Job-Files\2010\10016\Calcs\
Inflow HYG file = NONE STORED - POND 10 IN wil10
Outflow HYG file = NONE STORED - POND 10 OUT wi110
Pond Node Data = POND 10
Pond Volume Data = POND 10
Pond Outlet Data = Outlet 2
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
35.55
ft
Starting
Volume =
5281
cu.ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
3.00
min
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
4.68
cfs at 15.00 min
Peak
Outflow =
3.81
cfs at 33.00 min
-----------------------------------------------------
Peak
Elevation =
36.02
ft
Peak
Storage =
8014
cu.ft
MASS BALANCE (cu.ft)
+ Initial Vol =
5281
+ HYG Vol IN =
8705
- Infiltration =
0
- HYG Vol OUT =
8703
- Retained Vol =
5282
Unrouted Vol = -
cu.ft (.0008 of Inflow Volume)
SIN: 321201907096 C. Allan Bamforth, Inc. AUG 2 7
PondPack Ver. 9.0046 Time: 12:04 PM Date: 8/26/2010
2010
I

CDC COURTHOUSE BAY
Rain Ilarvestin2 Calculations:
Rain Harvesting Data:
Total Roof Area = 33,400 sq-ft
Total Water Closets (WC) = 29
WC Use per Occupant = 3 times/person/day
Maximum Occupancy = 315 Students
85 Staff
Size Water Tank:
Determine NCDINR Quality Volume Required for SA Waters:
Runoff Volume for 1.5-inches:
Rv x 1.5" x Area = (0.05+(100 x 0.009)) x 1.5" x 33,400 = 3966 cu-ft
Runoff Volume for 1-yr, 24-hour storm:
Pre, 0% impervious:
Rv x 3.5" x Area = (0.05+(0 x 0.009)) x 3.5" x 33,400 = 487 cu-ft
Post, 100%impervious:
Rv x 3.5" x Area = (0.05+(100 x 0.009)) x 3.5" x 33,400 = 9255 cu-fl
Total Quality Volume = 9255 — 487 = 8768 cu-ft
8768 is greater than 3966, use 8768
Determine Drawdown'l'ime:
10,000 gallon tank/daily consumption
Total Usage Per Day for 29 CDC Water Closets
= 1.6 gallons/flush x 3 flushes/day x 400 occupants =1,920 gal/day
Total Days to Drawdown = 10,000/1920 = 5.2 days, approximately 5 days
Use 10,000 gallon tank
Total Water Quality Remaining = 8768 —1337 = 7431 cu-ft — —
AU 2 7 2010

CDC COURTHOUSE BAY
Determine First Flush Size for Pollutant Removal Before Tank:
Per Manufacturer's Instructions:
Use 0.02 gallon/square feet for moderate pollution = 0.02 x 30,400 = 608 gallons
Size Pipes — (6) 12" pipes at 18 feet in length = 6 x 106 gallons = 636 gallons
pi,272010

AUG 2 7 2010
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
3�i11 Norfolk, Virginia
Project Number: 10.016 Project Name: CDC, Courthouse Bay
Designed By: ATM Location:
Sheet 1 Date: 06/10
STORM SEWER DESIGN COMPUTATIONS
From
Point
To Point
Area
Drain
*A-
Run-
off
CceR
CA
Inlet
Time
Rain
Fall '
Runoff'C' CFS
Invert Elevations
Length
of Pi
Pipe
Slope of
Pipe
Dia. of
e
Pippe
Val. of
Pi
Capacity
Flow
Time
Top Pipe
Elev. .
Rim
Elev.
Cover
Remarks
Acres
C
Incre-
men(
Accum-
ulated
(min)
(In)
Inure-
menl
Accum.
ulaled
Upper
Entl
Lower
End
(it)
(fUfl)
(In)
(fps)
lots)
(min)
(it)
(f)
(ft)
1
2
0.13
0.69
0.09
0.08
8'0
0.48
31.69
31.54
76
0.0020
15
2.35
2.89
0.54
33.13
36.70
3.57
A = 3380 C = 0.95
A = 2325 C = 0.30
6.0
2
4
-
-
-
0.08
84
0.00
31.54
31.45
44
0.0020
15
2.35
2.89
0.31
32.98
38.23
5.25
A = C = 0.95
A = C = 0.30
3
4
0.76
0.54
0.41
0.49
12.0
2.70
31.55
31.45
52
0.0020
15
2.35
2.89
0.37
32.99
36.30
3.31
A = 11170 C = 0.95
A = 15472 C = 0.30
5.5
A = 6608 C = 0.40
4
6
-
-
-
0.49
12.0
2.70
31.45
31.18
133
0.0020
15
2.35
2.89
0.94
32.89
38.19
5.30
A - C = 0.95
C=0.30
7-5A=
5
6
1.00
0.53
0.53
0.53
12.0
2.92
31.55
31.18
52
0.0070
15
4.42
5.42
0.20
32.99
36.30
3.31
A- 13400 C = 0.95
A= 17410 C=0.30
5.5
A = 12940 C = 0.40
6
7
-
-
-
1.02
16.0
5.10
30.90
30.57
125
0.0024
18
2.92
5.16
0.71
32.61
38.19
5.58
A = C = 0.95
A= C=0.30
5.0
7
8
-
-
-
1.02
15.7
5.10
30.57
29.96
253
0.0024
18
2.92
5.16
1.44
32.28
38.40
6.12
A = C = 0.95
A = C = 0.30
5.0
8
9
-
-
-
1.02
171
5.10
29.96
29.59
154
0.0024
18
2.92
5.16
0.88
31.67
37.60
5.93
A = C = 0.95
A= C=0.30
5.0
A= C=0.40
9
10
-
-
-
1.02
18.0
5.10
29.59
29.50
35
0.0024
18
2.94
5.20
0.20
31.30
36.40
5.10
A = C = 0. 95
30
A= C=0.30
5.0

I.
AUG 2 7 20M
C. Allan Bamforth, Jr.
6 Engineer -Surveyor, Ltd.
Norfolk, Virginia
Project Number: 10.016 Project Name: CDC, Courthouse Bay
Designed By: ATM Location:
Sheet 2- Date: 06110
STORM SEWER DESIGN COMPUTATIONS
From
Point
To Point
Area
Drain
'A'
Rom -
off
CoeH
CA
Inlet
Time
Rain
Fall
RunoH'C' CFS
Invert Elevations
Length
of Pipe
Slope of
Pipe
Dia. of
Pipe
Val. of
Pipe
Capacity
Flow
Time
Top Pipe
Elev.
Rim
Elev.
Cover
Remarks
Acres
C
Incre-
ment
Accum-
ulated
(min)
(in)
Incre-
meet
Accum-
u,ated
Upper
End
Lower
End
(II)
(fvft)
(in)
(fps)
(cfs)
(min)
(f)
(H)
(f0
11
12
1.04
0.37
0.38
0.38
13.0
2.01
36.70
34.90
12
0.1500
15
20.43
25.07
0.01
38.14
-38.14
A = 4300 C = 0.95
A = 38784 C = 0.30
5.3
A= 2016 C=0.40
12
14
-
-
-
0.38
13.1
2.01
34.90
34.80
50
0.0020
15
2.35
2.89
0.35
36.34
39.20
2.86
A = C = 0.95
A= C=0.30
5.3
13
14
0.37
0.48
0.17
0.17
12.0
0.00
36.60
34.80
12
0.1500
15
20.43
25.07
0.01
38.04
-38.04
95
A = 1168 C 0 C = 0.30 = 0.
A = 1168
14
15
-
-
-
0.55
13.5
2.86
29.81
29.57
118
0.0020
15
2.35
2.89
0.84
31.25
38.90
7.65
A - C = 0.95
A= C=0.30
52
15
16
-
-
-
0.55
14.3
2.86
29.57
29.50
35
0.0020
15
2.35
2.89
0.25
31.01
36.50
5.49
A C = 0.95
A= C=0.30
5.2
17
18
0.08
0.95
0.08
0.08
5.0
0.58
32.71
32.53
90
0.0020
15
2.35
2.89
0.64
34.15
39.80
5.65
A = 3500 C = 0.95
A= C=0.30
7.2
18
19
0.08
0.95
0.08
0.16
5.6
1.12
32.53
32.29
120
0.0020
15
2.35
2.89
0.85
33.97
39.80
5.83
A = 3500 C = 0.95
A= C=0.30
7.0
A= C=0.40
19
21
-
-
-
0.16
6.5
1.12
32.29
32.15
69
0.0020
15
2.35
2.89
0.49
33.73
37.90
4.17
A = C = 0.30
7.0

I AUG 2 7 2010
I
%®.�%: C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
�,„' ')rF,`,9 ` Norfolk, Virginia
Project Number: 10.016 Project Name: CDC, Courthouse Bay
Designed By: ATM Location:
Sheet 3 Dale: 06/10
STORM SEWER DESIGN COMPUTATIONS
From
Point.
To Point
Area
Drain
•A•
Run-
off
CoeH
CA
Inlet
Time
Rain
Fall
RunoH'D' CFS
Inven Elevations
Length
of Pipe
Slope of
Pipe
Dia. of
Pipe
Vel. of
Pipe
Capacity
Flow
Time
Top Pipe
Elev.
Rim
Elev.
Cover
Remarks
Acres
C
Incr.-
ment
Amum.
ulated
(min)-
(In)
Incre-
ment
ACCum-.
ulated
Upper
End
Lower
End
(ft)
(fvft)
(in)
(fps)
(cfs)
(min)
(f)
(fQ
(n)
20
21
0.12
0.95
0.11
0.11
5.0
0.79
32.24
32.15
47
0.0020
15
2.35
2.89
0.33
33.68
40.50
6.82
A = 5215 C = 0.95
A= C=0.20.
7.2
A = C = 0.40
21
22
-
-
-
0.27
53
1.89
32.15
32.02
63
0.0020
15
2.35
2.89
0.45
33.59
39.70
6.11
A = C = 0.95
A= C=0.20
7.0
A = C = 0.40
22
23
-
-
-
0.27
5.8
1.89
32.02
32.00
10
0.0020
15
2.35
2.89
0.07
33.46
34.20
0.74
A = C = 0.95
A= C=0.20
7.0
23
24
-
-
-
-
-
32.00
31.33
18
0.0370
12
8.75
6.87
0.03
33.17
34.30
1.13
A = C = 0.90 First Flush
A= C=0.20
24
34
-
-
-
-
-
30.16
29.86
10
0.0300
15
9.13
11.21
0.02
31.60
34.70
3.10
A C = 0.90
A= C=0.20
25
26
0.08
0.95
0.08
0.08
5.0
0.58
35.42
35.10
18
0.0177
15
7.02
8.61
0.04
36.86
39.70
2.84
A = 3500 C = 0.95
A= C=0.20
7.2
26
27
0.08
0.95
0.08
0.16
5.0
1.15
35.10
32.75
133
0.0177
15
7.02
8.61
0.32
36.54
40.00
3.46
A = 3500 C = 0.95
A= C=0.20
7.2
27
28
-
-
-
0.16
5"3
1 A 2
32.75
32.37
127
0.0030
15
2.89
3.55
0.73
34.19
38.60
4.41
A = C = 0.20
-To-
28
29
0.12
0.95
0.11
0.27
60
1.86
32.37
32.00
124
0.0030
15
2.89
3.55
0.72
33.81
39.70
5.89
A = 5215 C = 0,95
A= C=0.20
6.9

AUG 2 7 2010
-'�-` C. Allan Bamforth, Jr.
Qr F Engineer -Surveyor, Ltd.
,.: Norfolk, Virginia
Project Number: 10.016 Project Name: CDC, Courthouse Bay
Designed By. ATM Location:
Sheet 4 Date: 06/10
STORM SEWER DESIGN COMPUTATIONS
From
Point
To Pont
Crin
A'
Rum
off
Cff
CA
liJi
Time
Time
Pan
Fell
Rimm"-0-CPS
Invert Elevmms
LergtX
of Pipe
Slopeof
Pipe
Dia. of
Pipe
Val. of
pipe
Ff.
Time Time
Top
Pipe
Elev.
Rim
Ele¢
Cover
Remarks
Acres
C
Inge-
AccumOared
uletetl
(min)
(in)
Incre-
ment
Amum-
Meted
UPper
End
Lorver
End
(it)
(Wit)
Ilnl
(fps)
(os)
(min)
(X)
(R)
(it)ment
29
' 30
-
-
-
-
-
32.00
31.33
18
0,0370
12
8.75
6.87
0.03
33.17
34.60
1A3
A = C = 0.20 First Flush
A= C=0.20
30
31
-
-
-
-
-
30.16
30.06
10
0.0100
15
5.27
6.47
0.03
31.60
34.90
3.30
A = C = 0.90
A= C=0.20
A= C=0.40
31
33
-
-
-
-
-
30.06
29.96
7
0.0143
15
6.31
7.74
0.02
31.50
35.00
3.50
A = C = 0.90
A= C=0.40
32
33
-
-
-
-
-
30.05
29.96
45
0.0020
15
2.35
2.89
0.32
31.49
34.20
2.71
A = C = 0.90
A= C=0.20
mil
33
34
-
-
-
-
-
29.96
29.86
7
0.0143
15
6.31
7.74
0.02
31.40
34.90
3.50
A - C = 0.20
A = C = 0.20
34
35
-
-
-
-
-
29.86
I
29.82
I
19
0.0020
15
2.35
2.89
0.13
31.30
34.80
3.50
A = C = 0.90
A = C = 0.20
35
36
-
-
-
-
-
29.82
29.70
61
0.0020
15
2.35
2.89
0.43
31.26
34.60
3.34
A = C = Milt
A = C = 0.20
29.70
29.50
99
0.0020
15
2.35
2.89
0.70
31.14
34.50
3.36
A - C = 0.90 Out from rain harvesting tank
A = C = 0.20
t0.78
29.50
28.00
103
0.0145
18
7.18
12.69
0.24
31.21
32.25
1.04
A - C = 0.90 Out BMP - 100 Yr
A= C=0.20

AUG 2 7 2010
C. Allan Bamforth, Jr.
ep- \ 11 ,
Engineer -Surveyor, Ltd.
Norfolk, Virginia
Project Number: 10.016 Project Name: CDC, Courthouse Bay
Designed By: ATM Location:
Sheet 5 Date: 06/10
STORM SEWER DESIGN COMPUTATIONS
From
Point
To Point
Area
Drain
-A'
Run-
off
CoeH
CA
Inlet
Time
Rain
Fall
Runoff't7 CFS
Invert Elevations
Length
of Pipe
Slopeof
Pipe
pia. of
Pipe
Vel. of
Pipe
Capadty
Flow
Time
Top Pipe
Elev.
Rim
Elev.
Cover
Remarks
Acres
C
Incre-
ment'
Accum-
ulated
(min)
(in)
Incre-
ment
Accum-
ulated
Upper
End
Lower
End
(it)
(Nft)
(in)
(fps)
(c(s)
(min)
(it)
(H)
(f0
41
43
2.00
0.54
1.07
1.07
18.7
5.35
34.85
34.65
65
0.0030
18
3.26
5.76
0.33
36.56
36.00
-0.56
A = 42000 C = 0.90
A = 45037 C = 0.20
7-0-
0
43
42
-
-
-
1.07
190
5.35
34.65
34.60
13
0.0030
18
3.26
5.76
0.07
36.36
36.00
-0.36
A - C = 0.20
A= r C=0.20
5"0
43
44
-
-
-
1.07
190
5.35
34.15
33.65
164
0.0030
18
3.28
5.80
0.83
35.86
37.00
1.14
A = C = 0.20
A= C=0.20
5-0-
45
46
-
-
-
-
3.81
34.50
34.00
36
0.0140
15
6.24
7.66
0.10
35.94
36.55
0.61
A = C = 0.20
A = C = 0.20

UU,Saz
1 Z 3 4 J
I
P4 357 CHILD DEVELOPMENT CENTER
COURTHOUSE BAY
MARINE CORPS BASE
CAMP LEJEUNE, NORTH CAROLINA�=
`#j
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irk I
SITE
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LOCATION MAP VICINITY MAP
ianm
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1 7 3 4 15 -----

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
Based on the field testing and corroborated with laboratory testing results (published values
compared to classification results), the hydraulic conductivity of the shallow soils was
calculated to be as follows:
Table II - Saturated Hydraulic Conductivity Test Results
Test No.
Test
De th ft-
P (;)
4200 sieve ,
�° (oho)
Soil
Classification
(USCS)
Average Infiltration Test
.,= ,Res ults,(KsatValues)
cm/sec
cm/day
in/hour"'
1-1
5
5.0
SP
1.05E-03
91.0
1.493
1-2
2
10.0
SP-SM
1.05E-02
909.9
14.927
1-3
5
60.5
CL
1.92E-07
0
0
1-4
1 2
10.7
SP-SM
1.11 E-02
955.4
15.673
1-4
5
69.4
CL
7.20E-06
0.6
0.01
1-5
5
4.2
SP
1.05E-02
909.9
14.927
1-6
5-
2.4
SP
1.58E-02
1364.9
22.390
1-7
5
15.4
SM
9.48E-03
819.0
13.434
1-8
5
40
SC
2.31 E-04
20.0
0.328
1-9
2
3.7
SP
6.48E-03
559.6
9.180
1-10
2
4.4
SP
6.48E-03
559.6
9.180
1-11
1 6
3.3
SP
1.58E-02
1364.9
22.390
1-12
1 8
9.5
SP-SM
7.79E-03
673.4
1 11.046
* The depths noted above are referenced from the existing site grade elevations at the boring
locations at the time of our subsurface exploration procedures.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Drainage and Groundwater Concerns:
Groundwater levels are expected to interfere with excavations that extend below a depth of
approximately 5 to 10 feet below existing grades. Dewatering at the groundwater interface
can most likely be accomplished by pumping from sumps. However, dewatering below the
groundwater water levels will likely require well pointing.
It is recommended that the contractor determine the actual groundwater levels at the time
of the construction to determine groundwater impact throughout the project site and at
specific proposed excavation locations.
Soluttons,lnc..,;;d

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
Actual pavement section thickness should be provided by the design civil engineer based
on traffic loads, volume, and the owners design life requirements. The previous sections
represent minimum thickness representative of typical local construction practices and as
such periodic maintenance should be anticipated. All pavement material and construction
procedures should conform to United Facilities Command (UFC) and/or North Carolina
Department of Transportation (NCDOT) requirements.
4.11 Storm Water Infiltration Areas:
Thirteen infiltration tests were performed at the location of borings 1-1 through 1-12. The
tests were performed at depths ranging from about 2 to 8 feet below current grades. The
boreholes were prepared utilizing an auger to remove soil clippings from the base.
Infiltration testing was then conducted within the vadose zone utilizing a Precision
Permeameter and the following testing procedures.
A support stand was assembled and placed adjacent to each borehole. This stand holds a
calibrated reservoir (2000 ml) and a cable used to raise and lower the water control unit
(WCU). The WCU establishes a constant water head within the borehole during testing by
use of a precision valve and float assembly. The WCU was attached to the flow reservoir
with a 2-meter (6.6 foot) braided PVC hose and then lowered by cable into the borehole to
the test depth elevation. As required by the Glover solution, the WCU was suspended
above the bottom of the borehole at an elevation of approximately 5 times the borehole
diameter. The shut-off valve was then opened allowing water to pass through the WCU to
fill the borehole to the constant water level elevation. The absorption rate slowed as the
soil voids became filled and an equilibrium developed as a wetting bulb developed around
the borehole. Water was continuously added until the flow rate stabilized. The reservoir
was then re -filled in order to begin testing. During testing, as the water drained into the
borehole and surrounding soils, the water level within the calibrated reservoirwas recorded
as well as the elapsed time during each interval. The test was continued until relatively
consistent flow rates were documented. During testing the quick release connections and
shutoff valve were monitored to ensure that no leakage occurred. The flow rate (Q), height
of the constant water level (H), and borehole diameter (D) were used to calculate Ks
utilizing the Glover Solution.
Soludotis; the

Report of Subsurface Investigation and Geotechnical Engineering June 23, 2010
P-1357 Child Development Center Courthouse Bay
Camp LeJeune, North Carolina
GET Project No: JX10-104G
Table I - Laboratory Test Results
Boring
No.
Depth
(Ft)
Natural '
Moisture
Content
o/
-#200
Sieve
N
Atterberg Limits
LUPL/PI. .
Classification
B-1
2-4
3.0
1.8
Non Plastic
SP
B-1
8-10
23.0
9.9
Non Plastic
SP-SM
B-1
10-12
19.2
6.6
Non Plastic
SP-SM
B-2
10-12
15.2
21.3
Non Plastic
SM
B-3
8-10
16.9
15.0
Non Plastic
SM
B-4
10-12
19.6
17.5
Non Plastic
SM
B-5
10-12
18.4
18.8
Non Plastic
SM
B-6
10-12
17.5
19.2
Non Plastic
SM
B-6
13-15
20.2
12.2
Non Plastic
SM
P-2
0.5-1.5
4.5
8.3
Non Plastic
SP-SM
P-4
0.5-1.5
2.8
9.2
Non Plastic
SP-SM
P-6
0.5-1.5
5.1
9.7
Non Plastic
SP-SM
1-1
4-5
2.9
5.0
Non Plastic
SP
1-2
1-2
3.0
10.0
Non Plastic
SP-SM
1-2
4-5
18.6
45.5
Not Tested
SC
1-3
4-5
14.7
60.6
Not Tested
CL
1-4
1-2
6.6
10.7
Non Plastic
SP-SM
1-4
4-5
14.6
69.4
Not Tested
CL
1-5
4-5
4.5
4.2
Non Plastic
SP
1-6
4-5
3.2
2.4
Non Plastic
SP
1-7
4-5
4.7
15.4
Non Plastic
SM
1-8
4-5
14.3
40.0
Not Tested
SC
1-9
1-2
10.9
3.7
Non Plastic
SP
1-10
1-2
12.9
4.4
Non Plastic
SP
1-11
5-6
5.4
3.3
Non Plastic
SP
1-12
7-8
16.3
9.5
Non Plastic
SP-SM
Soliitlons, Inc: �;; :,ti

M§
- - - -- - - - -----
----------
-10
----------- - ---- ---- Azl
Qa
-- ---- A
--------- --- ---- - --- -------
8-5
W4
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M
-!�� ---------- -------- xmy/
--•T
BORING LOCATION PLAN
PROJECT: P-1357 Child Development Center Courthouse Bay
SCALE: As Drawn
MCB Camp Lejeune, North Carolina
DATE: 6/2112010
PROJECT
NO: JX10-104G
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PLOT BY: GH

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REFERENCE NOTES FOR BORING LOGS
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North Carolina
Beverly Eaves Perdue
Governor
August 20, 2010
- -;A
BdC®ENR
Department of Environment and Natural Resources
Division of Water Quality
Coleen H. Sullins
Director
Carl Baker, Jr., P.E., Deputy Public Works Officer
MCB Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 100502
P-1357 Child Development Center Courthouse Bay
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for P-1357 CDC Courthouse Bay on August 13, 2010. A preliminary review
of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
As I indicated might happen in the submittal meeting, this review has turned into a very
difficult and confusing situation due to the undersized bioretention basins and the use of
underdrains with underdrain flow and overflow to a downstream infiltration basin. I will
attempt to. explain as best I can.
The credits assigned to the cistern and to the permeable pavement are BUA reduction
credits. This means that the net overall BUA used to calculate the required volume in
the BMP's is reduced down by the amount of BUA able to be treated by the permeable
pavement and the cistern. In this case, the permeable pavement credit reduces the
pavement BUA from 18.342 square feet to 12,839 square. feet and the cistern reduces
the roof BUA from 33,400 square feet to 28,390 square feet. Please note that the small
size of the cistern doesn't provide much roof BUA reduction credit. Now we have our
starting point for determining the 1 year 24 hour pre/post volume for the bioretention
cells and the minimum infiltration basin size and the 10 year volume to be handled by
the infiltration basin.
As indicated above, the minimum volume calculation should take into account the
BUA credits due to the use of permeable pavement and the cistern. Since the
cistern is only sized for 1337 cubic feet, which is about 15% of the required
minimum, you can only reduce the BUA by about 15% of the total roof area, or
5,010 sf. The roof BUA that would have to stay in the infiltration basin minimum
volume calculation would be 33,400 — 5010 = 28,390 square feet. Depending on
what you decide to do with the underdrains, the minimum volume to be provided
in the infiltration basin can be further reduced by the volume provided in the
bioretention cells.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 nf1C
Phone: [phone] FAX: [phone] Customer Service: 1-817-623-6748 NO rt h CIl CO l m it
Internet: vv wvruvvaierquality org
_ ,iVairirir�lt�

Mr. Baker
August 20, 2010
Stormwater Application No. SW8 100502
2. The bioretention cell (BR) supplements indicate that the required 2 foot
separation to the SHWT has not been met however the details on sheet CG512
appear to contradict this. This was discussed at our meeting and the consultant
was to look into and provide corrected supplements however, corrected
bioretention supplement forms have not been received. Please verify that the
bioretention cells can maintain a minimum 2 foot separation from the bottom of
the cell to the SHWT. If the SHWT is less than 2 feet below the bottom, the
volume in the bioretention cells cannot be credited in the downstream infiltration
basin volume sizing.
3. The use of underdrains below the bioretention cells for this particular project
needs to be reconsidered. The underdrain simply recollects a good portion of the
runoff volume that is "infiltrated" through the BR cell and directs it into the
downstream infiltration basin, essentially wiping out any volume credit. In order to
reduce the minimum required volume to be provided in the downstream
infiltration basin, please remove the underdrains. Alternatively, the underdrains
could be directed to a separate infiltration basin sized to accommodate either the
additional required 1 yr 24 hour pre/post volume with bypass to a 50' vegetated
filter, or for the additional required 10 year volume if there is no bypass or filter. If
the underdrains are not removed or redirected, credit for the volume of the
bioretention cells cannot be given in the downstream infiltration basin.
O 4. 4Me infiltration basin will have to be resized
to provide storage for a minimum of the pre -post difference for the 1 year 24 hour
$ storm, as is required for all BMP's within '/2 mile of SA waters, regardless of the
basin's ability to handle the 10 year storm. As currently designed, the infiltration
basin does not provide sufficient volume to meet this minimum.
The bioretention cell details on sheet CG512 indicate they are designed with a 3'
media depth, however, the supplement form indicates that this is a grassed cell
which requires only a 2' media depth and no trees or shrubs. If SHWT is a
problem, I suggest revising the detail for a 2' media depth. However there appear
to be Wax Myrtles specified in the planting plan for the BR cells. If you want to
plant shrubs, you would need to revise the supplement form and calculate and
report the minimum number of plantings. If you stay with a grassed cell, please
remove all references to Wax Myrtles on the planting plan, leaving only the
specified grass cover.
6. Please split out the effective permeable pavement BUA from the rest of the
parking lot surface in DA-1 and DA-2 on the application. Please report the
permeable pavement effective BUA as a separate number in the "Other on -site"
box on the application. Per the supplement forms, there should be a total of
12,839 sf of effective BUA for the permeable pavement reported on the
application, 7,944 in DA-1 and 4,895 in DA-2.
7. Please identify the permeable pavement areas on the site plan and add a symbol
for permeable pavement to the legend. There should be a total of 18,342 square
feet of permeable pavement area shown on the plans.
8. There was no mention of the associated road widening for this project at the
submittal meeting. Per published DWQ guidance, runoff from the proposed turn
lanes will need to be addressed, and can either be accounted for in the sizing of
the infiltration basin or have a separate BMP. A road widening project associated
with and proposed as part of a specific development project is considered a
common plan of development, even though it may be in the DOT right-of-way.
Page 2 of 4

Mr. Baker
August 20, 2010
Stormwater Application No SW8 100502
9. The injfiltration site visit has not yet been performed by our soils scientist. This
site visit is scheduled for August 25, 2010. Please complete the attached
Infiltration Site Visit Request Form and submit it back to Vincent Lewis. Based on
the findings of the site visit, changes to the proposed design may need to be
made.
10. Per the NOAA website for the reported latitude and longitude of this site, the 1
year 24 hour precipitation depth is 3.67 inches and the 10 year 24 hour
precipitation depth is 6.89 inches. The consultant's calculations use a
precipitation depth of 3.5" and 6.5", respectively, resulting in smaller design
volumes. Please revise the calculations to use the NOAA precipitation depths.
11. The infiltration basin PondPack calculations indicate that there is a 1.25 sq. ft.
orifice in the outlet structure at elevation 31.35. However, the outlet structure plan
detail on sheet CG505 shows the elevation of that orifice to be 32.4. Additionally
the rim elevation on the outlet structure detail is noted as 33.8, but the structure
data table for Structure #38 (the outlet structure) on sheet CG002 shows a rim
elevation of 32.25. Please correct as needed for consistency. The volume
reported on the supplement form is based on a storage elevation of 32.4, so this
would appear to be the correct elevation. Please take into consideration any
volume changes resulting from items #1 and #10, the effective BUA and the
precipitation depth discrepancy. Please rerun the Pond Pack infiltration basin
calculations using the corrected orifice invert.
12. The main means of getting runoff into the BMP's appears to be sheet flow. The
piping system and drop inlets appear to be there just to take the overflows from
the bioretention areas to the infiltration pond, therefore the grated tops of the
drop inlets in the parking area need to be removed. A grated top will allow any
sheet -flowing runoff to drop directly into the overflow piping and bypass the
basins. Please redesign those drop inlets to manholes or junction boxes.
13. There is no need to specify "engineered" sand for the infiltration basin. The
infiltration rate is based on the insitu sand that will be in place once excavation is
complete.
14. The plans show all of the roof drainage is directed into the cistern. Since the
cistern is only sized for a much smaller area, please pick up only that amount of
roof area that corresponds to the available cistern volume. The rest of the roof
area should go directly to the infiltration basin or the bioretention cells.
15. Please add a dimension plan sheet, showing the dimensions of the proposed
built -upon area, including buildings, parking, sidewalks, etc.
16. Due to the application deficiencies, please submit a reapplication fee of
$1000.00.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to August 27,
2010, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
Page 3 of 4

Mr. Baker
August 20, 2010
Stormwater Application No. SW8 100502
If you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. Please note that a second significant request for additional information
may result in the return of the project. If that occurs, you will need to reschedule the
project through the Express coordinator for the next available review date, and resubmit
all of the required items, including the application fee.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project
name and State assigned project number on all correspondence. Any original
documents that need to be revised have been returned to the engineer or agent. All
original documents must either be revised and returned, or new originals must be
provided. Copies are not acceptable. If you have any questions concerning this matter
please feel free to call me at [phone] or email me at linda.lewis(@ncdenr.gov.
Sincerely,
Linda Lewis
Environmental Engineer III
GDS/arl: S:\wqs\stormwater\addinfo\2010\100502.aug10
cc: Anna Lee Bamforth, P.E.
Wilmington Regional Office Stormwater File
Page 4 of 4

Lewis,Linda
From:
Lewis, Linda
Sent:
Friday, August 20, 2010 11:43 AM
To:
Bamforth, Anna Lee
Cc:
Russell, Janet; Baker CIV Carl H
Subject:
P-1357 CDC Courthouse Bay SW8 100502
Attachments:
100502.aug 10.pdf
Attached are my Express review comments for P-1357, the Child Development Center at Courthouse Bay.
Signed hard copy will follow via regular mail.
This ended up being a difficult review due to the underdrains and incorrect application of the BUA credit for the
cistern. If my letter doesn't clear up any confusion, please let me know.
Linda

Precipitation Frequency Data Server
Pagel of4
1>! POINT PRECIPITATION
FREQUENCY ESTIMATES ; i
FROM NOAA ATLAS 14
North Carolina 34.587 N 77.3575 W 26 feet
from "Precipitation -Frequency Atlas fthe United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin,'I'. Parzybok, M.Yckta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed Aug 18 2010
Confidence Limits Jl Seasonality A Related Info J GIS data Maps Docs Return to State Map
Precipitation Frequency Estimates (inches)
ARI*
ears
(Y )
5 n10
m_
min
L
tan
30
min
60
min
120
min
3 hr
6 hr
12 hr
2J hr
48 hr
4 day
7 daX
10
da
_X
20
day
X
30
da Y-
45
day
X
60
da Y-
0.49
0.79
0.98
1.35
1.G8,
2.06
2.22
2.71
3.20
3.67
4.26
4.75
5.48
6.06
8.00
9.85
12.40
15.02
0
0.58
0.93
1.17
1.62
2.03
2.50
2.70
3.29
3.88
4.46
5.16
5.74
6.60
7.27
').52
11.71
14.68
17.72
0
0.68
L09
1.37
1.95
2.50
3.16
3.43
4.19
4.97
5.77
6.63
7.29
8.29
9A1
I L58
14.07
17.50
20.87
10
0.76
1.22
LE
EE
2.90
3.74
ED
ED
5.96
6.89
EE
KE
9.70
10 45
13.27
15.96
19.81
23.39
25
0.86
1.37
1.73
2.57
3.42
4.53
5.01
6.15
7.38
8.56
9.81 I
10.48
11.72
12.52
15.68
18.58
23.076
26.82
F507
0.94
1.49
1.89
2.84
3.85
5.2I
5.83
7.17
8.66
10.01
11.48
12.10
13.43
14.25
IZ65
20.67
25.68
29.51
100
L01
L61
2.03
3.12
4.29
5.93
6.71
8.28
10.07
11.62
13.3E
13-96
15.25
16.079
19.73
22.82
28.38
32.23
09
17
2
3
E
67
Z6
91
L3
5
5
72
80
2200 1.93
25.03
31.19
3E.98
500
---
1.88
2.36
3.76
5.40
Z
9.09
11.32
13.9 8-
16.14
18.61
18.83
20.09
20.I1
25.02
28.06
35.09
38. 88
1000
1.27
2.00
2.51
4.07
5.94
8.76
10.34
1293
16.09
I8.50
21.36
21A6
22.47
23.25
27.51
3Q43
38.18
41.53
* These precipitation frequency estimates are based on a partial duraten sepeS, ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 10 IS 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr hr hr hr hr day day day day day day day
�I
0.53
0.85
1.07
IA6
1.82
2.22
2.41
2.96
3.54
4.04
4.72
5.24
6.00
6.65
8.67
10.59
13.43
16.10
0.63
L01
1.26
1.75
2.19
2.70
2.93
3.60
4.29
4.92
5.72
6.33
7.23
7.97
10.32
12.58
15.89
19.00
0.73
1.17
1.48
2.10
2.GI
3.41
3.71
458
5.47
6.34
7.35
8.04
9.0E
9.R6
12.55
I5.11
18-
22.37
10
0.82
1.31
L66
2.40
3.12
4.03
4.E2
SA6
6.56
7.55
8.73
9.46
10.61
H 12
14.36
IZIS
2L47
25.04
25
0.92
1.47
L86
2.76
3.68
4.88
5.41
6.70
8.11
9.37
10.84
11.52
12.79
13.66
16.94
19.96
24.99
28.71
50
L01
1.60
2.03
3.06
4.14
5.61
6.29
7.80
9.49
10.'JS
12.70
13.2`)
14.66
I5.55
I ).O8
22.24
27.84
3 L61
100
L09
L73
2.19
3.36
E.G2
6.38
7.23
8.99
I1.01
12.71
14.76
15.25
16.67
E5fl
21.39
24.59
30.83
34.55
200
1.18
.862.35 1
3.66
5.13
Z22
8.28
10.342.73
1
14.69
IZ13
17.40
18.86
1).7I
23.82
27.0t
3391
37.62
500
L29
2.03
2.5G
4.07
5.84
8.43
9.83
12.33
15.31
17.73
20.74
20.88
22.16
23.05
27.35
30A8
38.32
41.82
1000
1.38
2.17
2.73
4.42
6.45
9.49
11.21
14.10
17.64
20.43
23.95
23.98
24.94
25.77
30.23
33.21
41.92
45.14
The upper bound of the confidence interval at 90% confidence level is the value which 5%of the simulated quanne values for a given frequency are greater than.
"These precipitation frequency estimates are based on a oan al duration series ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 10 IS 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min in min min min hr hr hr hr hr day day day day clay day day
�I
0.46
0.73
0.92
1.26
1.57
1.91
2.06
2.50
2.92
3.36
3.88
4.32
5.02
5.58
ZEI
9.20
11.54
14.09
F2
0.54
0.87
LIl')
1.50
1.89
2.33
2.51
3.04
3.54
4.0I
4.70
5.22
6.05
6.68
8.82
1093
13.66
16.63
0.63
L01
1.27
1.81
2.32
2.93
3.18
3.85
E.52
5.28
6.01
6.62
7.59
8.26
10.71
13.13
16.26
19.55
10
0.70
1.12
L42
2.06
2.68
3.45
3.77
4.58
5.39
6.28
7.12
7.77
8.85
9.54
12.24
14.85
] 8-3 81
21.87
25
0.79
1.26
1.59
2.36
3.14
4.16
4.59
5.60
6.64
7.73
8.78
9.43
10.64
11.38
14.38
17.24
Efl
2498
http://hdsc.nws.noaa.gov/cgi-binlhdsc/buildout.perl?type=pf&units=us&series=pd&statena... 8/ 18/2010

` �, wqu'oiryi
C. ALLAN BAMFORTH, JR.
Q
ENGINEER —SURVEYOR, LTD.
a
OFFICE:
MAILING ADDRESS
2207 HAMPTON
BLVD. P.O. BOX 6377
NORFOLK,
VA 23517 NORFOLK, VA 23508
PHONE: [phone]
FAX: [phone]
E-mail: [e-mail]
To: NCDENR
Wilmington Regional office
127 N. Cardinal Dr.
Express Permits
Wilmington, NC 28405
WE ARE SENDING YOU
THE FOLLOWING ITEMS: 0 Attached
❑ Shop Drawings ❑ Prints
❑ Specifications ❑ Copy of Letter
LETTER OF TRANSMITTAL
DATE: August 11, 2010
JOB 10.016
ATTN: Ms. Linda Lewis
RE: Child Development Center,
Courthouse Bay, MCB Camp
Lejeune, Jacksonville, NC
RECEIVED
AUG 12 2010
BY:
❑ Under separate cover via
❑ Plans ❑ Calculations
❑ Reports 0 Other
COPIES
DATE
NO.
DESCRIPTION
1
DRAINAGE AREA I PERMEABLE PAVEMENT BMP SUPPLEMENT
1
DRAINAGE AREA 2 PERMEABLE PAVEMENT BMP SUPPLEMENT
THESE ARE TRANSMITTED AS CHECKED BELOW:
❑ For Your Use ❑ For Approval ❑ Shop Drawing Action as Noted
* As Requested ❑ For Review & Comment
REMARKS:
COPY TO: Anna Lee Bamforth, P.E., L.S., LEED AP

CDC COURTHOUSE BAY
Stormwater Narrative:
This project will construct a Child Development Center including associated walks,
access roads and parking areas to support the facility. The design also includes utility
connections and stormwater management. The site is established for Court House Bay.
The total impervious area for the site is 2.41 acres, including paver areas. The total
drainage area is 6.04 acres. The proposed facility will have multiple BMPs on site,
including bio-retention, rain harvesting and infiltration. The site ultimately drains to the
infiltration BMP, which will be used for quantity control. From here it will discharge
into the existing ditch.
The site covers approximately 9.5 acres and is located on North Carolina Highway 172
just east of the intersection with ITorn Road and Marine Road on Marine Corps Base,
Camp Lejeune, North Carolina. The site is predominately wooded. Ground elevations
vary from approximately 40.0 along the north side of Highway 172 to approximately 28.0
along the north limit of the site with the highest elevation of 46.0 near the middle of the
site.
The project site is located in SA waters. The quality volume is calculated using the
runoff volume for the 1-year, 24-hour storm. Quality volume is satisfied by a
combination ofbio-retention, infiltration and rain harvesting BMPs. The infiltration
BMP is also sized to handle the quantity volume, based on the rational method using a
ten year storm and Wilmington I-D-F curve. The BMPs are designed in conformance
with North Carolina Division of Water Quality "Stormwater Best Management Practices
Manual, July 2007".
The Rain Harvesting Tank handles the entire quality volume for SA waters from the roof.
The tank will be used for toilet flushing in the building, allowing the system to receive
full stormwater treatment credit.
All Built Upon Area will be collected. There is no Off -Site Runoff coming onto the site
or into the proposed BMP. The receiving streams are the New River stream class SA;
HQW; stream index number 19-36. Road construction across other property will not be
necessary to access this project. A turn lane and road widening will be required for this
project.
An on site soil evaluation was performed in May 2010. At the proposed stormwater
management site north west of the building, soil infiltration rate at depths ranging from
about 2 to 8 feet below existing site grades measured approximately 9.2 inches per how,
across the basin. The groundwater table was encountered in the borings at variable depths
ranging from about 5 to 13 feet below the ground surface (elevation of 28 to 29 MSL)
during the exploration. The estimated seasonal high water table (SHWT) was determined
to be from about 29 to 31 MSL across the site. A Division of Water Quality Infiltration
Investigation has been submitted.
e. ! 1 0 2 010

CDC COURTHOUSE BAY
Low Impact Development:
Project Obiectives and Goals
By implementing as many LID controls as feasible for the site, it is intended to maintain
hydrologic patterns as close to pre -developed conditions as possible while keeping within
cost restraints.
The water quality volume required for LID is 1.5-incbes over the impervious area. These
volumes are included in the BMP calculations. However, the volume required to satisfy
the State of North Carolina is greater than the requirements for LID. Therefore, State
requirement will be used for the BMPs.
LID Control Strategies
Stormwater management is addressed according to North Carolina Department of Natural
Resources by using a combination of permeable pavers, bioretention, rain barvesting and
infiltration.
In addition to meeting State stormwater requirements, the following LID strategies will
be implemented:
Minimize total site impervious — the site has been redesigned to reduce the amount of
impervious area on the site by using permeable pavers.
Promote groundwater recharge — Permeable pavers are being used in the parking stalls to
increase groundwater infiltration. Also infiltration and bioretention BMPs are to be used
on the site.
Minimize the size of roads and pavement areas — All roads and parking lots are designed
at minimum standards.
Modify drainage flow paths to increase time of concentration — The building is sited
away from the new parking, allowing for a longer flow path. Swales are also used on the
site. These practices promote a longer time of concentration for the site.
BMP Siting — Multiple BMPs are used on the site. These BMPs are located across the
site, intercepting runoff water closer to the source.

CDC COURTHOUSE BAY
LEEDS:
LEEDS Requirements
Credit 6.1: Stormwater Management: Quantity Control
The site falls into Option 1, where the existing impervious area is less than or equal to
50%. The site drains to the infiltration BMP for quantity control. [t has been sized per
the North Carolina Division of Water Quality "Stormwater Best Management Practices
Manual; July 2007" using a 10-year storm, which satisfies the 2-yr, 24-bour design storm
requirement. An outlet structure is provided that will restrict the outflow from the site to
less than the predeveloped runoff rate for a completely grassed predeveloped site. The
ultimate outfall is an existing ditch.
Credit 6.2: Stormwater Management:. Quality Control
There are several BMPs on site to provide quality control and satisfy Credit 6.2. The
BMPs include bioretention, infiltration and rain harvesting. This satisfies the sizing
requirement of treating 90% of the annual rainfall and the 80% TSS removal.
pnr, 1 0 2010

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p 0 2010

Permit No. O �DDJZ
(to be provided by DWQ)
W ATF
®Vj STORMWATER MANAGEMENT PERMIT APPLICATION FORM o�I
NCDENR 401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
II. PROJECT INFORMATION
Project Name
P-1357 Child Development Center
Contact Person
David Towler
Phone Number
[phone] ex 3284
Date
7/20/2010
Drainage Area Number
1, 2, 3, 4 and 5 (for quantity and some quality)
II. DESIGN INFORMATION
Site Characteristics
Drainage area
139,888.00
ft2
Impervious area
19,786.00
11
Percent impervious
0.14
%
Design rainfall depth
3.50
in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
3.50
in
1-yr, 24-hr intensity
0.15
hill
Pre -development 1-yr, 24-hr discharge
0.22
ft isec
Post -development 1 -yr, 24-hr discharge
4.09
11
Pre/Post 1-yr, 24-hr peak flow control
3.87
ft3lsec
Storage Volume: Non -SA Waters
Minimum design volume required
Design volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre -development 1-yr, 24-hr runoff volume
Post -development 1-yr, 24-hr runoff volume
Minimum required volume
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SHWT elevation
Basin Design Parameters
Drawdown time
Basin side slopes
Basin bottom elevation
Storage elevation
Storage Surface Area
Top elevation
Basin Bottom Dimensions
Basin length
Basin width
Bottom Surface Area
ft3
ft3
3148.00 ft3
2,040.00 ft3
7,344.00 ft3
5304.00 ft3
18,146.00 ft3 OK
SP - Sand
9.18
nlhr
26.90
first
0.12
days OK
3.00
:1 OK
29.50
fmsl OK
32.40
fmsl
7,838.00
ftz
34.50
first
150.00 it
70.00 ft
4,800.00 fl2
AUG 1 0 2010
V
Form SW401-Infiltration Basin-Rev.4 Parts I. & 11. Design Summary, Page 1 of 2

Permit
(to be provided by DWO)
Additional Information
Maximum runoff to each inlet to the basin?
Length of vegetative filter for overflow
Distance to structure
Distance from surface waters
Distance from water supply welf(s)
Separation from impervious soil layer
Naturally occuring soil above shwl
Bottom covered with 4-in of clean sand?
Proposed drainage easement provided?
Capures all runoff at ultimate build -out?
Bypass provided for larger storms?
Pretreatment device provided
2.00
ac-in
>30
ft
15.00
ft
>50
fi
>100
it
>2
ft
2.00
it
Y
(Y or N)
N
(Y or N)
Y
(Y or N)
Y
(Y or N)
OK
OK
OK
OK
OK
OK
OK
OK
Need a recorded drainage easement
OK
OK
Fonn SW401-Infiltration Basin-Rev.4 Parts I. 8 II. Design Summary, Page 2 of 2

Permit
(to be provided by DWQ)
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.
A16 cc* oo 1
1. 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),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
�1 cc, so t
2. Partial plan (1" = 30' or larger) and details for the infiltration basin showing:
- Bypass structure,
- Maintenance access,
- Basin bottom dimensions,
- Basin cross-section with benchmark for sediment cleanout,
- Flow distribution detail for inflow,
- Vegetated filter, and
- Pretreatment device.
ArLb C4 S 12-
3. Section view of the infiltration basin (1" = 20' or larger) showing:
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
Alm 4. A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
A4$ wmAcAwb 5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
[ c4 To 1 6. A construction sequence that shows how the infitlration basin will be protected from sediment until the
entire drainage area is stabilized.
A L13 ATTA 7. The supporting calculations.
ArlA AZTrA.11r?D
—AL8__ VA
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
Sri..
AUG 1 0 2010
�V.
Form SW401-Infiltration Basin-Rev.4 Page 1 of 1 Part III. Required Items Checklist, Page 1 of 1

For DENR Use Y d- p
/Cn
�,;� North Carolina Department of Environment and _) O
/• r,�pp®® Natural Resources �C®GB�ICI Request for Express Permit Review . 2
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of fha mrniarf lnraflnn Pla.<a inrh,d. fhie form in 1ho annlirafrnn nnr4.na
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(7p
ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.leenp
ncmail.net
• Mooresville & -Patrick Grogan 704.663.3772 or patrick.proslan(cDncmail.net
• Washington Region -Lyn Hardison 252-946.9215 or Ivn.hardison�ncmail.net
• Wilmington Region -Janet Russell910-350-2004 or janet.russell�ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
SW
SW
SW
SW
SW
hl 5, l0, t2
Project Name: CHILD DEVELOPMENT CENTER, COURTHOUSE BAY County: ONSLOW
Applicant: CARL H. BAKER JR., P.E. Company: MCB CAMP LEJEUNE
Address: 1005 MICHAEL RD MCB City: CAMP LEJEUNE, State: NC Zip: 28547-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location: INTERSECTION OF MARINE RD., HORN RD. AND N.C. HIGHWAY 172
Project Drains into NEW RIVER waters — Water classification SA. HOW (for classification see-hfp://h2o.enr.state.nc,us/bims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N within Y2 mile and draining to class SA waters Y or within 1 mile
and draining to class HOW waters? Y
Engineer/Consultant: ANNA LEE BAMFORTH Company: C. ALLAN BAMFORTH, JR. JREC F,1\/lC
Address: 2207 HAMPTON BLVD City: NORFOLK, State: VA Zip: 23517-_ JUL 1 q 2010
Phone: [phone], Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR,,❑ OTHER: _
SECTION TWO: CHECK ONLY THE PROGRAM (SS) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ - Clear & Grub, ❑ Utility ❑'Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ® High Density -Infiltration 1 #Treatment Systems
® High Density -Bio-Retention 3 # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
® High Density -Other 1 # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront- '
❑ Land Quality ® Erosion and Sedimentation Control Plan with 9_5 acres to be dislurbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopina and express meetina reauest
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: El Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
raaaaaaataaararaaaaatat+++++++r+r+ar++++++++++a+aar�arrrFor DENR use only"""""arrararara++a+++++++a+++aaraarrrrrrrrraaaaaaaaaaaaaaaar
Fees lit for multiplepermits: Check# Total FeeAmount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; El Min)
$
SW (❑ HD, ❑ LID, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009. ,

CDC COURTHOUSE BAY
Stormwater Narrative:
Existing Conditions
The site covers approximately 9.5 acres and is located on North Carolina Highway 172
just east of the intersection with Horn Road and Marine Road on Marine Corps Base,
Camp Lejeune, North Carolina. The site is predominately wooded. Ground elevations
vary from approximately 40.0 along the north side of Highway 172 to approximately 28.0
along the north limit of the site with the highest elevation of 46.0 near the middle of the
site.
Proposed Site
This project will construct a Child Development Center including associated walks,
access roads and parking areas to support the facility. The design also includes utility
connections and stormwater management. The site is established for Court House Bay.
The total impervious area for the site is 1.80 acres. The proposed facility will have
multiple BMPs on site, includine biorel
The site
ultimately drains to the infiltration BMP, which will be used for quantity control. From
here it will discharge into the existing ditch.
State of North Carolina Stormwater Mana ement
The project site is located in SA waters. The quality volume is calculated using the
runoff volume for the I -year, 24- our storm. Quality volume is satisfied by a
combination of bioretention, infiltration and rain harvesting BMPs. The infiltration BMP
is also sized to handle the quantity volume, based on the rational method using a ten year
storm and Wilmington 1-D-F curve. The BMPs are designed in conformance with North
Carolina Division of Water Quality "Stormwater Best Management Practices Manual,
— July
The Rain Harvesting Tank handles the entire quality volume for SA waters from the roof.
The tank will be used for toilet flushing in the building, allowing the system to receive
full stormwater treatment credit.
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CDC COURTHOUSE BAY
LEEDS:
LEEDS Requirements
Credit 6.1: Stormwater Management: Quantity Control
The site falls into Option 1, where the existing impervious area is less than or equal to
50%. The site drains to the infiltration BMP for quantity control. It has been sized per
the North Carolina Division of Water Quality "Stormwater Best Management Practices
Manual, July 2007" using a 10-year storm, which satisfies the 2-yr, 24-hour design storm
requirement. An outlet structure is provided that will restrict the outflow from the site to
less than the predeveloped runoff rate for a completely grassed predeveloped site. The
ultimate outfall is an existing ditch.
Credit 6.2: Stormwater Management: Quality Control
There are several BMPs on site to provide quality control and satisfy Credit 6.2. The
BMPs include bioretention, infiltration and rain harvesting. This satisfies the sizing
requirement of treating 90% of the annual rainfall and the 80% TSS removal.
JUL 1 9 2010
173Y:

CDC COURTHOUSE BAY
Low Impact Development:
Project Objectives and Goals
By implementing as many LID controls as feasible for the site, it is intended to maintain
hydrologic patterns as close to pre -developed conditions as possible while keeping within
cost restraints.
The water quality volume required to satisfy the State of North Carolina is greater than
the requirements for LID. Therefore, State requirement will be used for the BMPs.
LID Control Strategies
Stormwater management is addressed according to North Carolina Department of Natural
Resources by using a combination of permeable pavers, bioretention, rain harvesting and
infiltration.
In addition to meeting State stormwater requirements, the following LID strategies will
be implemented:
Minimize total site impervious —the site has been redesigned to reduce the amount of
impervious area on the site by using permeable pavers.
Promote groundwater recharge — Permeable pavers are being used in the parking stalls to
increase groundwater infiltration. Also infiltration and bioretention BMPs are to be used
on the site.
Minimize the size of roads and pavement areas — All roads and parking lots are designed
at minimum standards.
Modify drainage flow paths to increase time of concentration — The building is sited
away from the new parking, allowing for a longer flow path. Swales are also used on the
site. These practices promote a longer time of concentration for the site.
BMP Siting — Multiple BMPs are used on the site. These BMPs are located across the
site, intercepting runoff water closer to the source.

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AMA North Carolina Department of Environment
,n ,A Natural Resources
NC®ENR Request for Express Permit Review
FILL-IN all the information below and CHECK the Permit(s) you are requesting for 1
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and v
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296.4698;alison.davidson(oncmaiLnet
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(dncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.propan(a) ncmaiLnet
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(dncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or janet.russell(a)ncmail.net
NOTE. Project application received after 12 noon will be stamped in the following work day.
Reviewer: 1
Submit, 5 2r7
Time:
Confirm:
review. FAX or Email the completed form to Express
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
Project Name: CHILD DEVELOPMENT CENTER, COURTHOUSE BAY County: ONSLOW
Applicant: CARL H. BAKER JR., P.E. Company: MCB CAMP LEJEUNE
Address: 1005 MICHAEL RD MCB City: CAMP LEJEUNE, Stale: NC Zip: 28547-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location: INTERSECTION OF MARINE RD.. HORN RD. AND N.C. HIGHWAY 172
Project Drains into NEW RIVER waters —Water classification SC. NSW (for classification see-http://h2o.enr.state.nc.us/bims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within % mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: ANNA LEE BAMFORTH Company: C. ALLAN BAMFORTH. JR. n 1 ATV FED
Address: 2207 HAMPTON BLVD City: NORFOLK, State: VA Zip: 23517-_
Phone: [phone], Fax: [phone], Email: [e-mail] I MAY 1 1 2010
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
rry.
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ IntermiltenUPerennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Welland (_linear ft or _acres)
El Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
❑ State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems /❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ® Erosion and Sedimentation Control Plan with 7_3 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoDino and express meeting reauest
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: —acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
+++++*+**++*++++*+*+**++++++++++++**+++++++++++++++***++For DIENR use only++++++**+++++++++++++++++++++++++++*+*+++++++++*+***+++++++
Fee Split for multiple permits: (Check # 1 Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ElMin)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
40L•
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009