SW8070926_HISTORICAL FILE_20110628

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 (YA09-LU
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
r 1 p�D 2_8
YYYYMMDD

7*�A
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
June 28, 2011
Cad Baker, Deputy Public Work Officer
MCB Camp Lejeune
Building 1005 Michael Road
MCB Camp Lejeune, NC 28547-2521
Subject: State Stormwater Management Permit No. SW8 070926 MOD
Wounded Warrior Hope and Care Center
High Density Commercial Wet Detention Pond Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit Application for Wounded Warrior Hope and Care
Center on June 21, 2011. Staff review of the plans and specifications has determined that the project, as proposed, will comply with
the Stormwater Regulations set forth in Title 15A NCAC 2H.1000 and Session Law 2008-211. We are forwarding Permit No. SW8
070926 MOD dated June 28, 2011, for the construction, operation and maintenance of the BMP's and built -upon areas associated with
the subject project.
This permit shall be effective from the date of issuance until November 16, 2017, and shall be subject to the conditions and limitations
as specified therein. Please pay special attention to the Operation and Maintenance requirements in this permit. Failure to establish an
adequate system for operation and maintenance of the stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an adjudicatory
hearing by fling a petition with the Office of Administrative Hearings (01 The petition must conform to Chapter 150B of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of this permit. A petition is considered filed
when it is received in the Office of Administrative Hearings during normal office hours. The OAH accepts filings Monday through Friday
between the hours of 8:00 a.m. and 5:00 p.m., except for official state holidays. The petition may be filed by facsimile (fax) or
electronic mail by an attached file (with restrictions) - provided the signed original, one (1) copy and a filing fee (if a filing fee is required
by NCGS §150B-23.2) is received in the OAH within seven (7) business days following the faxed or electronic transmission. Unless
such demands are made this permit shall be final and binding. You should contact the OAH with all questions regarding the filing fee
and/or the details of the filing process. The mailing address, telephone and fax numbers for the Office of Administrative Hearings are:
6714 Mail Service Center, Raleigh, NC 27699-6714. Telephone [phone]. FAX [phone].
If you have any questions, or need additional information concerning this matter, please contact Chris Baker, at [phone].
Sinc Ely,
In I
for Colleen Sullins, Director
Division of Water Quality
GDS/csb: S:=SIStormwaterlPermits & Projects120111070926 HD12011 06 permit 070926
cc: Allan Barri JR., P. E., C. Allan Bamforth, Jr., Engineer -Surveyor, LTD.
Onslow County Building Inspections
Wilmington Regional Office Stormwater File
Wilmington Regional Office One
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 w O-...i,�.0j1na
Phone: [phone] FAX: [phone] Customer service: 1.877-623-6748 1 orffi Caroll�
Internet: w .noaaterquality.org LL ar

State Stormwater Management Systems
Permit No. SW8 070926 MOD
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Carl Baker, Deputy Public Works Officer and USMCB Camp Lejeune
USMCB Camp Lejeune Wounded Warrior Barracks Site
Brewster Blvd, Jacksonville, USMCB Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of four (4) wet detention ponds and one (1) infiltration
basin in compliance with the provisions of 15A NCAC 2H .1000 and Session Law 2008-211
(hereafter collectively referred to as the "stormwater rules') the approved stormwater
management plans and specifications and other supporting data as attached and on file with
and approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until November 16, 2017, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as
described in Sections 1.8 and 1.9 on page 3 of this permit. The stormwater control has
been designed to handle the runoff from 391,135 square feet of impervious area.
3. The tract will be limited to the amount of built -upon area indicated in Sections 1.8 and
1.9 on page 3 of this permit, and per approved plans.
4. All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded easements. The final plats for the project will be recorded
showing all such required easements, in accordance with the approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this project must
be directed into the permitted stormwater control system.
6. Wet ponds #1, 2 and the infiltration basin must be operated with a 30' vegetated filter,
designed to pass the peak flow from the 10 year storm in a diffuse and non -erosive
manner.
LPage 2 of 8

State Stormwater Management Systems
Permit No. SW8 070926 MOD
The project shall provide a 50' wide vegetated buffer adjacent impounded structures,
streams, rivers, and tidal waters in Drainage Area Number 3 & 4, which is subject to 15A
02H .1000 and SL2008-211, effective October 1, 2008.
8. The following design criteria have been provided in the wet detention ponds and must be
maintained at design condition:
Pond #1
DA #1
Pond #2
DA #2
Pond #3
DA #4
Pond #4
DA #5
a.
Drainage Area, acres:
Onsite, ft2:
Offsite ft2
9.3
405,846
None
6.03
262,615
None
10.41
453,394
None
2.84
123,647
None
b.
Total Impervious Surfaces, ft:
Onsite, ft2:
Offsite, ft2
94,955
94,955
None
125,145
125,145
None
137,467
137,467
None
27,400
27,400
None
C.
Design Storm, inches:
1.5
1 1.5
1.5
1.5
d.
Average Pond Design Depth, feet:
3
3
3.5
3
e.
TSS removal efficiency:
85
85
90
90
f.
Permanent Pool Elevation, FMSL:
7
14
14.5
13.5
9.
Permanent Pool Surface Area, ft:
19,323
18,345
15,208
6,075
h.
Permitted Storage Volume, ft:
21,210
20,318
20,652
4,286
i.
Temporary Storage Elevation, FMSL:
8
14
15.7
14.1
Pre-dev. 1 r-24 hr. discharge rate, cfs:
""
5.43
1.32
k.
Controlling Orifice, in:
2.5
2.5
2.5
1
I.
Orifice flowrate, cfs:
""
"'
0.09
0.70
m.
Permitted ForebaV Volume, ft:
12,967
15,872
9,429
3,484
n.
Fountain Horsepower
1/4
1/4
114
N/A
o.
Receiving Stream/River Basin:
Northeast Creek / White Oak
p.
Stream Index Number:
19-16- 3.5
Classification of Water Body:
"SC;HWQ,NSW"
At the time of permitting, November 16, 2007, this criteria was not a requirement for
ponds #1 & #2
9. The following design criteria have been permitted for the infiltration basin and must be
provided and maintained at design condition:
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
b. Total Impervious Surfaces, ft2:
Onsite, ft2:
Onsite, ft2:
C. Design Storm, inches:
d. Basin Depth, feet:
e. Bottom Elevation, FMSL:
f. Bottom Surface Area, ft2:
g. Bypass Weir Elevation, FMSL:
h. Permitted Storage Volume, ft3:
i. Predevelopment 1 yr 24 hr peak flow, cfs:
j. Post -development 1 yr 24 hr peak flow, cfs:
k. Type of Soil:
I. Expected Infiltration Rate, in/hr:
M. Seasonal High Water Table, FMSL:
n. Time to Draw Down, hours:
o. Receiving Stream/River Basin:
P. Stream Index Number:
q. Classification of Water Body:
Infiltration Basin - DA #3
0.31
13,529
0
6,168
6,168
0
1.5"
1
14.0
3,500
15.0
3,878
0.28
0.06
Baymeade
0.80
11.50
16.6
Northeast Creek / White Oak
19-16-(3.5)
"SC;HWQ,NSW"
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 070926 MOD
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.
During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
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.
h. Maintain level spreaders in accordance with approved plans and specifications.
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. Decorative spray fountains will be allowed in the stormwater treatment system, subject
to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent pool
surface.
b. Separated units, where the nozzle, pump and intake are connected by tubing,
may be used only if they draw water from the surface in the deepest part of the
pond.
c. The falling water from the fountain must be centered in the pond, away from the
shoreline.
d. The maximum horsepower for a fountain in these three ponds is 1 /4 horsepower.
6. The facilities shall be constructed as shown on the approved plans. This permit shall
become void unless the facilities are constructed in accordance with the conditions of
this permit, the approved plans and specifications, and other supporting data.
Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this. permit, the approved plans and specifications, and
other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
If the stormwater system was used as an Erosion Control device, it must be restored to
design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
Access to the stormwater facilities shall be maintained via appropriate easements at all
times.
10. The permittee shall submit final site layout and grading plans for any permitted future
areas shown on the approved plans, prior to construction.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 070926 MOD
11. 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 of any part of the permitted property.
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.
12. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
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
This permit is not transferable except after notice to and approval by the Director. In the
event of a change of ownership, or a name change, the permittee must submit a formal
permit transfer request to the Division of Water Quality, accompanied by a completed
name/ownership change form, documentation from the parties involved, and other
supporting materials as may be appropriate. The approval of this request will be
considered on its merits and may or may not be approved. The permittee is responsible
for compliance with all permit conditions until such time as the Division approves the
transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including
those as may be required by this Division, such as the construction of additional or
replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted stormwater
management facility.
The permit issued shall continue in force and effect until revoked or terminated. The
permit may be modified, revoked and reissued or terminated for cause. The filing of a
request for a permit modification, revocation and reissuance or termination does not stay
any permit condition.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 070926 MOD
Unless specified elsewhere, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address changes
within 30 days.
10. The permittee shall submit a permit renewal application at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 28th day of June, 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
�& ��
for Colee . Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 070926 MOD
MCB Camp Lejeune Wounded Warrior Barracks Site
Stormwater Permit No. SW8 070926 MOD
Onslow County
Designer's Certification
1, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 070926 MOD
Unless specified elsewhere, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address changes
within 30 days.
10. The permittee shall submit a permit renewal application at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 28th day of June, 2011,
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Qx'Vc-�-pC�S�
for Coleenfl. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

DINQ USE ONLY
D to Received
Fee Paid
Permit Number
p�pplica le Ru es: ❑ Coastal SW -1995 ❑ Coastal SW.- 2008 ❑ Ph LI - Post Construction
(.elect all that apply) ❑ Non -Coastal SW- I IQIN/ORIN Waters ❑ Universal Stormcvater Management Plan
❑ Other WQ M rot 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
1. GENERAL INFORMATION
I Project Name (subdivision, facility, or establishmentname -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Proicct110084 Wounded Warrior Trailer Site Prep
2. Location of Project (street address):
Hospital Corps Road _
City:MCBCamp Lejerme County:Onslow Zip:28547
3. Directions to project (from nearest major intersection):
From Brewster Blvd, rioht on Hospital Corps Road.Approximately 1200' make a left onto unnamed
road.Projec site is on left Southeast of BEQ
4. lititude34° 43' 18.41" N Longitude:770 21' 56.50" W of the main entrance to the project.
it. PERMIT INFORMATION:
1. a .Specify whether project is (check one): ❑New ®Modification
b.lfthis application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 070926 , its issue date (if known)Aprtl 7, 2009 , 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
ob'ained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control: 2.84 ac of Disturbed Area
❑UPDI-S Industrial Stormwater 0404/401 Permit: Proposed Impacts
b- If my of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issre date and the type of each permit:
Fon1-h SP' V-101 Version 07Jun2010
JUN l 3 2011
Page 1 of 6

CIL CONTACT INFORMATION
L.a,Print Applicant / Signing Of name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the projecl):
Applicant/Organization:Conunanding Officer Marine Corps Base Camp Lejeune
Signing Official & Title:Nlr. Carl H. Baker, Jr., P.E., Deputy Publiic Works Director
b.Contact information for person listed in item la above:
Street Address:1005 Michael Road
City:MCB Camp Lejeune State:NC Zip28547
Mailing Address (if applicable):1005 Michael Road
City:CB Camp Lejeune State:NC Zip28547
Phone: (910 ) 451-2213
Email:carl.h.baker@usmcmil
Fax: (910 ) 451-2927
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 cop}' of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ beveloper* (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:
failing Address (if applicable):
City:
Phone: ( )
Email:
State: Zip:
State:
Fax:
3. a. (Dptional) Print the name and title of another contact such as the project's construction supervisor or other
parson who can answer questions about the project:
Other Contact Person/Organization:Mr. David Towler
S!gning Official & Title:Mr. Carl H. Baker Jr.,P.E. Depute' Publiic Works Director
b.Cnntact information for person listed in item 3a above:
[Mailing Address:Public Works Division Building 1005 Civil Design Branch
Ghy:MCB Camp Lejeune State:NC Zip:28547
Phone: (910 ) 451-3238 ext. 3284 Pax: ( )
Enail:[e-mail]
4. Local jurisdiction for building permits: N/A - Federal Property
Point of Contact: Phone #:
Form tWU-101 Version 07Jun2010 Paae 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater will be collected in grassed swales and an inlet and piping system and drain to a wet detention
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.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
® Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 2.84 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:2.84 acres
Total project area shall be calculated to exclude the following the normal pool of imppo�u�nded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHM line. The resultant project area :s used to
calculate overall percent built upon area (B UA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 32 9
9. How 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 Informahon ='
Drama 'e7Area 1 :
iDiaiva' e Area 2
Draiiia 'e AreaB:
, Draina e Area'4'.
Receiving Stream Name
Northeast Creek
Northeast Creek
Northeast Creek
Northeast Creek
Stream Class *
SC;HQW;NSW
SC;HQW;NSW
SC;HQW;NSW
SC;HQW;NSW
Stream Index Number *
19-16-(3.5)
19-16-(3.5)
19-16-(3.5)
19-16-(3.5)
Total Drainage Area (so
405,846
262,615
13,529
453,394
On -site Drainage Area (sf)
405,846
262,615
13,529
453,394
Off -site Drainage Area (so
0
, 0
0
0
Proposed impervious Area** (so
94,955
125,145
6,168
137,467
% Impervious Area** total
23.4%
47.7%
45.6%
30.3%
'Im -ervioi`is Surface Area
Draina e Area 1
DrainaizeArea2.
Drama e Area 3
Drain_ a' e'Area,4
On -site Buildings/Lots (so
10,827
31,799
0
43,565
On -site Streets (so
54,729
5,076
4,374
15,285
On -site Parking (so
10,429
84,942
0
61,139
On -site Sidewalks (so
18,907'
3,269
0
15,870
Other on -site (so
N/A
N/A
1,794
1,608
Future (so
0
1 0
1 0
0
Off -site (so
0
0
0
0
Existing BUA*** (so
0
0
0
0
Total (sf):
94,955
125,145
6,168
137,467
Stream Class and Index Number can be determined at:
Impervious area is defined as the built upon area including, but not limited to, buildings, roads,
sidewalks, gravel areas, etc.
Form SWU-101 Version 07Jun2010
Page 3 of 6
JUN 1 7 2011
v Y:

Section III, Project Information, no. 8
i at r
d Basin Informatwn
� ' ,.
bDrainage Area,,(5) ..
Receiving Stream Name
Northeast Creek
Stream Class
SC;HQW;NSW
Stream Index No
19-36- 3.5
Total Drainage Area (sf)
123,647
On -site Drainage Area (sf)
123,647
Off -site Drainage Area (sf)
0
Proposed Impervious Area (sf)
27,400
% Impervious Area (total)
22.0
$ �yC .rS�"I " ESAi' a,.l"-';- n 7 r 5 ,� .�k .�v�
� Impervious Surface Area n
o4... J.x]J+t_u Yni3v x:!i'x
�,�a. Ya` x D x-, x. r r `.,�M1 y� d 40 � :
ramage Area (5) n
.8 R. 1_.
On -site Buildings Area (sf)
19,200
On -site Streets Area (sf)
6,719
On -site Parking Area (sf)
0
On -site Sidewalks Area (sf)
1,481
Other On -site (sf) (Future)
0
Off -Site (sf)
0
Total sf
27,400
RECEIVED
JUN 77 2011
BY:

'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA 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.
No off -site impervious areas
Projects in Union Countv: Contact D1PQ Central Office staffto check ifthe project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater 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://portal.nc(ietir.org/web/wq/ws/su/bmp-manual.
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://kiortal.ncdenr.org/web/wq/ws/su/statesw/forms does. 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://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialin 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 hthi://portal.ncdenr.org/web/wq/ws/su/statesw/forms does.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. A1-.O
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants N A
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to A LZ
http:/ /www.envhelp.org/pages/onestopexpress.htmI 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 Pr Lb
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 A,-6
receiving stream drains to class SA waters within 1/ mile of the site boundary, include the 1A
mile radius on the map.
7. Sealed, signed and dated calculations. A�-6
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: Alb
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.
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 RECEZVF
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations. SUN 1 ] 2011
Form SWU-101 Version 07Jun2010 Page 4 of 6
BY:

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 A Lg
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" 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 verifij the SHINT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: N/A Page No: N/A N/A
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC N / 4
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 must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the Application will be returned.
hn://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
hn://portal.ncdenr.org/web/wq/ws/su/statesw/forms does. 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, P.E., L.S., LEED AP
Consulting Firm: C. Allan Bamforth, Jr., Engineer-Survevor, Ltd.
Mailing Address:2207 Hampton Boulevard
City:Norfolk State:VA Zip:23517
Phone: [phone]
Emafl:[e-mail]
Fax: (757 ) 625-7431
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or hjpe 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 type name of organization listed in
Contact Information, item 1a) 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.
_rCEJVED
LJUN 1 7 2011
Form SWU-101 Version 07Jun2010 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notifv DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of c' I,pennalties f up to 525,000 per day, pursuant to NCGS 143-215.6.
Signature: (/A Date:
I, A , a Notary Public for the State of County of
�1/�!alJ do hereby certify that LC�/ /i personally appeared
before me this �G "day of and ackk owledd(e�the due
execution of the application for
a stormwater permit. Witness my hand and official seal, (� if 7lDi 0
AUCE A. BONNETTE
Notary Publle
onslow County
Btb rh
C r
X. APPLICANT'S CERTIFICATION
SEAL
My commission expires .Zfd),1�,12)11r
I, (print or hjpe name of person listed in Contact Information, item la)
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 stormwater rules under 15A NCAC 21-1.1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Signa
a Notary Public for the State of
do hereby certify that
Date:
County of
personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
Form SWU-101 Version 07Jun2010
SEAL
My commission
RECEIVED:
Page 6of6 JUN 1 7 1011
BY:

OTT og2(o
For DENR Use ONLY
Reviewer:
�A North Carolina Department of Environment and - 8
/-•1 Submit:
Natural Resources
NCDENR Request for Express Permit Review Time: DIV
Confine:
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296.4698;alison.davidson(ancmail.net
• Fayetteville or Raleigh Region -David Lee 919-791.4203; daviddee(o)ncmail.net
• Mooresville & -Patrick Grogan 704.663-3771 or patrick.grogan(a)ncmaiLnet
• Washington Region -Lyn Hardison 252-946.9215 or Ivn.hardison(oDncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or(anet.russell(7g ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: PROJECT 110084 WOUNDED WARRIOR TRAILER SITE PREP 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:AT THE END OF HOSPITAL CORPS BLVD. OFF BREWSTER BLVD.
Project Drains into NORTHEAST CREEK waters — Water classification SC. HOW. NSW (for classification see-
h ttp://h 2o. en r. state. nc. u s/bims/reportstreportsW B. h tml)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Yz mile and
and draining to class HQW waters? Y
Engineer/Consultant: ANNA LEE BAMFORTH Company: C. ALLAN BAMFORTH, JR.
Address: 2207 HAMPTON BLVD City: NORFOLK, State: VA Zip: 23517-_
Phone: [phone], Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY C7C f e9 }Aejr o n
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
Permits of request
SW
SW
SW
SW
SW
o ce-ervl
waters N or within 1 mile
MAY 2 7 2011
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear It or _acres)
❑ Riparian Buffer Authorization El Minor Variance [I 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 _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
ElHigh 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 2_8 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooino 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
++++++++++++a++++++aaa+aataaa+gaga++++++++++a+++++++++a+For DENR use onl}'aaaaaa+++aaa+aa+++++++++++++aaa+a++aa+saa++ss++as+aaaa+aata♦
Fee Solit for multiole oermits:Whack# 1 Total Fee Amount
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ElMin)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

MEMORY TRANSMISSION REPORT
TIME :06-29-'11 12:18
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
643
DATE
06.29 12:15
TO
R 917576257434.
DOCUMENT PAGES
9
START TIME
06.29 12:17
END TIME
06.29 12:18
PAGES SENT
9
STATUS
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*** SUCCESSFUL TX NOTICE ***
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State of Norlb Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date:
To:
Co:
Fax:
Re:
No. Pages (excl. cover):
C From: Jo Casmer
� Phone: [phone]
7 3� Fax: [phone]
//// i /7lOC✓ ' f i u_ �i o.% S S v�c� — f� 4 i C/
127 Cardinal Drive Extension, Wilmington, NC 28405 c [phone] o An Equal Opportunity Affirmative Action Employer

l
MEMORY TRANSMISSION REPORT
TIME :06-29-'ll 12:16
FAX NO.1 :910-350-2018'
NAME :DENR Wilmington
FILE No.
642
DATE
06.29
12:14
TO
: 8 919104512927
DOCUMENT PAGES
9
START TIME
06.29
12:14
END TIME
06.29
12:16
PAGES SENT
9
STATUS
OK
*** SUCCESSFUL TX NOTICE ***
8tnte of NnRb Carolina
Dapnrtmnnt of Qav�ronmeot and Nn<ure� Raourcu
Wum)u¢too ReQ�onu� OflOee ,
am+er/y � PerWr. Governor FA..X COVRR SIIEFT nee Frm.noa. Se¢retnry
pate: �A—� !'�� No. PHHCB Cexcl, cover):
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I
10
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional OMce
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
To: �� G=/ �l From: Jo Casmer
Co: i✓Phone: [phone]
Fax: 9�� `fs� - a is Fax: [phone]
Re: GLJOd��rd �'aii,'o� �/% ��r.� w_,'7��'e�
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127 Cardinal Drive Extension, Wilmington, NC 28405 o [phone] o An Equal Opportunity Affirmative Action Employer

yA11f'pH
q t
s
C. ALLAN BAMFORTH, JR.
ENGINEER -SURVEYOR, LTD.
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: ❑ Attached
❑ Shop Drawings ❑ Prints
❑ Specifications ❑ Copy of Letter
LETTER OF TRANSMITTAL
DATE: June 17, 2011
JOB 11.009
ATTN: Mr. Chris Baker
RE: Wounded Warrior
Trailer Site Prep,
MCB Camp Lejeune, NC
❑ Under separate cover via
0 Plans
❑ Reports
❑ Calculations
❑ Other
COPIES
DATE
NO.
DESCRIPTION
2
REVISED PLANS —FULL SIZE
THESE ARE TRANSMITTED AS CHECKED BELOW:
❑ For Your Use ❑ For Approval ❑ Shop Drawing Action as Noted
❑ As Requested 0 For Review & Comment
REMARKS: RECEIVED
JUN 2 0 2011
BY:
COPY TO: Anna Lee Bamforth, P.E., L.S., LEED AP

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
June 10, 2011
Mr. Chris Baker
North Carolina Department of Environment and Natural Resources
Division of Water. Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
RE: P110084 Wounded Warrior Trailer Site Prep
Dear Mr. Baker,
Please find attached two (2) copies of revised plans; one (1) copy of revised SWU-101
application; one (1) copy of a USGS vicinity map; one (1) copy of the Stormwater Narrative; one
(1) copy of Civil Calculations; one (1) copy of the Wet Basin supplement; one (1) copy of the
Wet Basin O&M supplement: one (1) copy of Specifications and one (1) copy of the
Geotechnical Report. Our responses to NCDENR comments received June 8, 2011 are as
follows:
1. Revise impervious areas on the application for existing drainage areas nos. 2 and 3.
Revised application attached. Revised areas added to plan sheet CS100.
2. Add note to plans stating stormwater pipe and structures shall be cleaned before
acceptance by the Officer in Charge of Construction.
Added note to plan sheet CS102.
3. Label proposed drainage area — Drainage Area no. 5.
Added label to plan sheet CS100..
4. Add Drainage area no. 5 to Section IV of the SWU-101 application.
Attached additional drainage area to the SWU-101 application.
5. Revise drainage area no. 3 on sheet CS100 to include area around pipe to pond.
Proposed area should go around this area.
Revised drainage area shown on plan sheet CS100.
RF�^�VED
JUN 1. 3 2011
i
2207 HAMPTON BOULEVARD, NORFOLK, VIRGINIA 23517 1 R0, BOX 6377, NORFOLK, VIRGINIA 23508
TEL: [phone] FAX: [phone] E-MAIL: [e-mail]

June 10, 2011
Mr. Chris Baker
NCDENR .
Division of Water Quality
P110084 Wounded Warrior Trailer Site Prep
Page 2
Please do not hesitate to contact us should you have any questions or require additional information.
Sincerely,
Anna Lee Bamforth, P.E., L.S., LEED AP
President
JUN 1 3 2011

CIVIL CALCULATIONS
PROJECT 110084 WOUNDED WARRIOR
JUN 1 3 2011
BY:
TRAILER PREP SITE
MARINE CORPS BASE
CAMP LEJEUNE, NORTH CAROLINA
C. ALLAN BAMFORTH, JR.,
ENGINEER -SURVEYOR, LTD
NORFOLK, VIRGINIA
June 2011
���UIt1)
�'�C
a SEAL
029841 =
EEl h0�pl\\,�

PROJECT 110084
WOUNDED WARRIOR TRAILER SITE PREP
BMP CALCULATIONS
Basis of Desion: The Wounded Warrior project involves the preparation of the site for trailers
and supporting areas. There is currently no impervious area except for existing roads bordering
the project site. All of the new impervious along with some of the existing roadway drains to the
BMP. The BMP is designed for future construction to accommodate an additional 8 trailers and
associated walks.
The BMP is designed for both quantity and quality volumes. Quality volume was determined
using the runoff volume from the first inch and a half of rain, to be released in 2 to 5 days. The
quantity design is 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 ditch flow. Calculations were also performed for the I-yr, 24 hour storm using Soil
Group B.
The BMP design is a wet detention basin and was sized with the Haestad Methods "PondPack"
software. It is in conformance with North Carolina Division of Water Quality "Stormwater Best
Management Practices Manual, July 2007".
Predevelopment:
Total Area — 2.84 acres (1.69 current site + 1.15 future)
Impervious — 0.19 acres (0.11 current site + 0.08 future) C = 0.95
Grass — 2.65 acres (1.43 current site + 0.92 future) C = 0.30
1-Yr. 24-Hour Storm
Pre — 1.32 cfs
Time of Concentration
Seelye's Chart for Overland Plow:
L = 200 ft Slope = (19.5 — 17.5)/200 = I %
Kirpich Chart for Ditch Flow:
L = 240 ft Height = (17.5 — 16.5) = I'
Total T, = 26 minutes
T, = 17 minutes C = 0.30
T, = 4.5 x 2 = 9 minutes
Paget JU I1 3 2011
BY:

PROJECT 110084
WOUNDED WARRIOR TRAILER SITE PREP
BMP CALCULATIONS
Rainfall Intensity
Wilmington I-D-F Curve, 10-Year Storm, 26 minutes 1 = 3.95 in/hr
Allowable Discharge — Use all Grass
Q (I0-Year)= CAI = (2.84 x 0.30) x 3.95 = 3.37 cfs
Postdevelopment:
Total Area — 2.84 acres (1.69 current site + 1.15 future)
Impervious — 0.63 acres (0.33 current site + 0.30 future) C = 0.95
Grass — 2.21 acres (1.36 current site + 0.85 future) C = 0.30
1-Yr. 24-Hour Stonn
Post — 2.02 cfs
Time of Concentration
Seelye's Chart for Overland Flow:
L = 27 ft Slope = (19.3 — 18.6)/27 — 2.6% T, = minutes C = 0.30
Kirpich Chart for Ditch Flow:
L = 43 ft Height = (18.6 — 17.7) = 0.9' T, = minutes
Manning's Equation for Pipe Flow:
L = 405 ft Velocity = 2.5 ft/sec T, = minutes
Total Tc = 23 minutes
Temporary Water Quality Volume Required
Use "Simple Method" by Schueler to Determine Runoff Volume for One and a Halt=Inch
Storm Over Site:
Site Area = 123.647 sf
Impervious = 27,400 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
1= Percent Impervious = 27400/123647 = 22%
Page 2 RE 'i V-EED
JUN 1 3 2011
BY:

PROJECT 110084
WOUNDED WARRIOR TRAILER SITE PREP
BMP CALCULATIONS
Rv = 0.05 + 0.009(22) = 0.25 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(I2 in) x (0.25 in/in) x (123647 so = 3864 cu-ft
Average Depth of BMP
dave = Average Depth
Abs = Area of Bottom Shelf
Apb = Area of Pond Bottom
PP = Permanent Pool Area
dave = 0.25(1 + Abs/PP) + (((Abs + Apb)/2) x depth)/Abs
dave = 0.25(1 + 4235/6075) + (((4235 + 891)/2) x (4.5/4235) = 3.0 OK
Required Area of Permanent Pool
From Stormwater Best Management Practices Manual, July 2007:
22% impervious, depth = 3.0, 90% TSS, SA/DA = 2.62
Required Area of Permanent Pool = SA/DA/l00 x A = 2.62/100 x 123647 = 3240 sq ft
Size Orifice to Discharge Within 2 to 5 Days
A = orifice area, WQV = water quality volume, C = 0.60, g = 32.2, h = head
Q = WQV/4 days
Q = 5023 cu ft/4 days = 0.015 efs
Q = CA(2gh)11'
0.015 = 0.6A(2x32.2x0.30)"
A = 0.0057 sq ft
Diameter = I inch
Page 3 "V
JUN 1 3 2011
B_

PROJECT 110084
WOUNDED WARRIOR TRAILER SITE PREP
BMP CALCULATIONS
Summary of Results:
Minimum Forebay Volume = Permanent Pool Volume x 20% = 12007 x 0.20 = 2401 cu. ft.
Forebay Volume Provided = 3484 cu. ft.
Required Temporary Pool Volume = 3864 cu. ft.
Volume Provided for Temporary Pool = 4286 cu. ft
Required Area for Penmanent Pool = 3240 sq. ft.
Area Provided for Permanent Pool (not over forebay) = 4050 sq. ft.
Allowable Outflow (I0-YearStonn) = 3.37 cfs
Outlet Structure — 1.5 foot x 9 inch Rectangular Orifice at Elevation 14.10
Peak Outflow for 10-Year Storm = 2.59 cfs at Elevation 14.69 feet
Page 4 RE "Ei -H- ij
JUN 1 3 2011
BY:

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: 1 Event: 1 yr
File.... K:\JOB-FILES\2011\11009\CALCS\DENR 052511\BMP PRE 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 = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11009\CALCS\DENR 052511\
HYG File - ID = - SCS UH 10 ..1
Tc . = 26.00 min
Drainage Area = 2.840 acres Runoff CN= 64
--------------------------------------------
- --------------------------------
Computational Time Increment = 3.467 min
Computed Peak Time = 741.87 min
Computed Peak Flow = 1.33 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 744.00 min
Peak Flow, Interpolated Output = 1.32 cfs
DRAINAGE AREA
ID:None Selected
CN = 64
Area = 2.840 acres
S = 5.6250 in
0.2S = 1.1250 in
Cumulative Runoff
-------------------
.7928 in
8173 cu.ft
HYG Volume... 8174 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
26.000
min (ID:
None Selected)
Computational Incr,
Tm =
3.467
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 =
7.43
cfs
Unit
peak time
Tp =
17.333
min
Unit
receding limb,
Tr =
69.333
min
Total
unit time,
Tb =
86.667
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 13:20:07 Date: 05-19-2011
JUN 1 3 2011

Type.... SCS Unit Hyd. Summary Page 3.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11009\CALCS\DENR 052511\BMP PRE 1YR.PPW
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.6700 in
Rain Din = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Din = K:\JOB-FILES\2011\11009\CALCS\DENR 052511\
HYG File - ID = WORK PAD.HYG - SCS UH 10 ..1
Tc = 23.00 min
Drainage Area = 2.840 acres Runoff CN= 69
--------------------------------------------
Computational Time Increment = 3.067 min
Computed Peak Time = 739.07 min
Computed Peak Flow = 2.03 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 738.00 min
Peak Flow, Interpolated Output = 2.02 cfs
DRAINAGE AREA
ID:None Selected
CN = 69
Area = 2.840 acres
S = 4.4928 in
0.2S = .8986 in
Cumulative Runoff
---------
1.0574 in
10901 cu.ft
HYG Volume... 10898 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
23.000
min (ID:
None Selected)
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,
qp =
8.39
cfs
Unit
peak time
Tp =
15.333
min
Unit
receding limb,
Tr =
61.333
min
Total
unit time,
Tb =
76.667
min
'
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 13:20:52 Date: 05-19-2011
SVL%�lt-JY Y L�
JUN 1 3 2011
BY:

Type.... Vol: Elev-Area Page 1.01
Name.... P 10
File.... K:\JOB-FILES\2011\11009\CALCS\DENR 052511\FOREBAY.PPW
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
9.00
----- 187
0
0
0
13.00
----- 1295
1974
2632
2632
13.50
----- 2150
5114
852
3484
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
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 16:22:29 Date: 06-05-2011
t-ZZ5C E: VTzn
JUN 1 3 2011
F3Y:

Table of Contents
i
Table of Contents
tt******»x**********txt POND VOLUMES ***************»tx*****
P 10........... Vol: Elev-Area ..................... 1.01
OUTLET STRUCTURES
PR IDA......... Outlet Input Data .................. 2.01
»»******xx»xx»ttattx*xx POND ROUTING x»»»t»ttt»xt**x»x»»»t»t
P .10........... Pond E-V-Q Table ................... 3.01
P 10 OUT wi110
Pond Routing Summary 3.03
x xtt»»»*t*xxxxx»»t RATIONAL METHOD CALCS »»»tx»x*t*****»»»»»
MOD.RAT NET 10 wi110
Mod. Rational Graph ................ 4.01
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 16:13:13 Date: 06-05-2011
JUN 1 3 2011
BY:

Type.... Vol: Elev-Area
Name.... P 10
Page 1.01
File.... K:\JOB-FILES\2011\11009\CALCS\DENR 052511\BMP WITH FUTURE TRAILERS.PPW
Elevation Planimeter
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft) (sq.in)
--------------
(sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
9.00 -----
891
------------
0
0
----------
0
13.00 -----
4235
7069
9425
9425
13.50 -----
6075
15382
2564
11988
14.00 -----
7975
21010
3502
15490
17.00 -----
11899
29615
29615
45106
17.50 -----
12540
36654
6109
51215
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: ELI., 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: 16:13:13 Date: 06-05-2011
JUN 1 3 2011

Type.... Outlet Input Data
Name.... PR 10A
Page 2.01
File.... K:\JOB-FILES\2011\11009\CALCS\DENR 052511\BMP WITH FUTURE TRAILERS.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 9.00 ft
Increment = .20 ft
Max. Elev.= 17.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< ---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
------ -- -----------------------------
Orifice-Area ---> TW 14.100 17.500
TW SETUP, DS Channel
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 16:13:13 Date: 06-05-2011
C -1'11ED
JUN 1 3 2011
JBY:

Type.... Outlet Input Data
Name.... PR 10A
Page 2.02
File.... K:\JOB-FILES\2011\11009\CALCS\DENR 052511\BMP WITH FUTURE TRAILERS.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type = Orifice -Area
# of Openings =
1
Invert Elev. =
14.10
ft
Area =
1.1250
sq.ft
Top of Orifice =
14.85
ft
Datum Elev. =
14.48
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.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 16:13:13 Date: 06-05-2011
RECE:x '1-
JUN 1 3 2011
BY:_---

Type....
Pond E-V-Q
Table
Page
3.01
Name....
P 10
File....
K:\JOB-FILES\2011\11009\CALCS\DENR
052511\BMP WITH
FUTURE
TRAILERS.PPW
LEVEL POOL
ROUTING DATA
HYG Dir
=
K:\JOB-FILES\2011\11009\CALCS\DENR
052511\
Inflow
HYG file =
NONE STORED
- P 10
IN wi110
Outflow
HYG file =
NONE STORED
- P 10
OUT wi110
Pond Node
Data =
P 10
Pond Volume
Data =
P 10
Pond Outlet
Data =
PR l0A
No Infiltration
INITIAL
CONDITIONS
----------------------------------
Starting
WS Elev
= 14.10
ft
Starting
Volume
= 16294
cu.ft
Starting
Outflow
= .00
cfs
Starting
Infiltr.
_ .00
cfs
Starting
Total Qout=
.00
cfs
Time Increment
= 1.00
min
Elevation
Outflow
Storage
Area
Infilt. Q
Total
2S/t
+ 0
ft
------------------------------------------------------------------------------
cfs
cu.ft
sq.ft
cfs
cfs
cfs
9.00
.00
0
891
.00
.00
.00
9.20
.00
189
999
.00
.00
6.30
9.40
.00
400
1114
.00
.00
13.34
9.60
.00
635
1234
.00
.00
21.16
9.80
.00
894
1361
.00
.00
29.81
10.00
.00
1180
1494
.00
.00
39.32
10.20
.00
1492
1634
.00
.00
49.75
10.40
.00
1834
1779
.00
.00
61.12
10.60
.00
2204
1931
.00
.00
73.48
10.80
.00
2606
2089
.00
.00
86.88
11.00
.00
3040
2253
.00
.00
101.34
11.20
.00
3508
2423
.00
.00
116.93
11.40
.00
4010
2600
.00
.00
133.67
11.60
.00
4548
2782
.00
.00
151.60
11.80
.00
5123
2971
.00
.00
170.78
12.00
.00
5737
3166
.00
.00
191.23
12.20
.00
6390
3368
.00
.00
213.01
12.40
.00
7084
3575
.00
.00
236.15
12.60
.00
7821
3789
.00
.00
260.69
12.80
.00
8600
4009
.00
.00
286.68
13.00
.00
9425
4235
.00
.00
314.16
13.20
.00
10340
4931
.00
.00
344.68
13.40
.00
11401
5681
.00
.00
380.02
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 16:13:13 Date: 06-05-2011
JUN 1 3 2011

Type.... Pond E-V-Q Table Page 3.02
Name.... P 10
File.... K:\JOB-FILES\2011\11009\CALCS\DENR 052511\BMP WITH FUTURE TRAILERS.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\JOB-FILES\2011\11009\CALCS\DENR 052511\
Inflow HYG file = NONE STORED - P 10 IN wi110
Outflow HYG file = NONE STORED - P 10 OUT wi110
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 10A
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting
WS Elev =
14.10
ft
Starting
Volume =
16294
cu.ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment
=
1.00
min
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t
+ 0
ft
-------------------
cfs
cu.ft
sq.ft
cfs
cfs
cfs
13.60
.00
---------------------------------------------------
12614
6434
.00
.00
420.46
13.80
.00
13975
7184
.00
.00
465.83
14.00
.00
15490
7975
.00
.00
516.34
14.10
.00
16294
8093
.00
.00
543.12
14.20
.44
17109
8212
.00
.44
570.73
14.40
1.32
18775
8453
.00
1.32
627.16
14.60
2.20
20490
8697
.00
2.20
685.20
14.80
3.07
22254
8945
.00
3.07
744.89
15.00
3.90
24068
9196
.00
3.90
806.18
15.20
4.59
25933
9451
.00
4.59
869.03
15.40
5.19
27849
9709
.00
5.19
933.49
15.60
5.73
29817
9970
.00
5.73
999.62
15.80
6.22
31837
10236
.00
6.22
1067.46
16.00
6.68
33911
10504
.00
6.68
1137.05
16.20
7.10
36039
10776
.00
7.10
1208.41
16.40
7.50
38222
11052
.00
7.50
1281.56
16.60
7.88
40460
11331
.00
7.88
1356.55
16.80
8.25
42754
11613
.00
8.25
1433.39
17.00
8.60
45106
11899
.00
8.60
1512.11
17.20
8.93
47511
12153
.00
8.93
1592.62
17.40
9.25
49967
12410
.00
9.25
1674.82
17.50
9.41
51215
12540
.00
9.41
1716.56
5/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 16:13:13 Date: 06-05-2011
JUN 1 3 2011

Type.... Pond Routing Summary Page 3.03
Name.... P 10 OUT Tag: wi110 Event: 10 yr
File.... K:\JOB-FILES\2011\11009\CALCS\DENR 052511\BMP WITH FUTURE TRAILERS.PPW
Storm... IDF tbl 10 Tag: wi110
LEVEL POOL ROUTING SUMMARY
HYG Dir = K:\JOB-FILES\2011\11009\CALCS\DENR 052511\
Inflow HYG file = NONE STORED - P 10 IN wi110
Outflow HYG file = NONE STORED - P 10 OUT wi110
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR IDA
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev = 14.10 ft
Starting Volume = 16294 cu.ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = 1.00 min
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
3.69
cfs at 23.00 min
Peak
Outflow =
2.59
cfs at 54.00 min
-----------------------------------------------------
Peak
Elevation =
14.69
ft
Peak
-----------------------------------------------------
-----------------------------------------------------
Storage =
21281
cu.ft
MASS BALANCE (cu.ft)
+ Initial Vol = 16294
+ HYG Vol IN = 10624
- Infiltration = 0
- HYG Vol OUT = 10619
- Retained Vol = 16299
Unrouted Vol = - cu.ft (.001% of Inflow Volume)
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 16:13:13 Date: 06-05-2011
8` ECEz Ti V Z'
JUN 1 3 2011
BY:�_

Type.... Mod. Rational Graph Page 4.01
Name.... MOD.RAT NET 10 Tag: wi110 Event: 10 yr
File.... K:\JOB-FILES\2011\11009\CALCS\DENR 052511\BMP WITH FUTURE TRAILERS.PPW
Storm... IDF tbl 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: 3.37 cfs
* 'C' Adjustment: 1.000 1 Required Storage: 3446 cu.ft
'--------------------------------------------------------- k
Peak Inflow: 3.69 cfs
* .HYG File: wi110
}R}########R##}#R###########R##kR##R#rt#R####k#RRR#RR#R###R############
Td = 48.00 min
Duration for Max. Storage
Tc= 23.00 min
I = 4.2000 in/hr
Q = 5.34 cfs
I
I
I
I
I
I
I
I
I
I
x
x x
x x
I
x
1
x
x
x
o
Ix
0
to
-----------------------
I
I
I
I
I
I
I
I
Required Storage I
3446 cu.ft
I I
x xIx x x x x x x x x x x
I
Return Freq: 10 yr
C adj.factor:1.000
Area = 2.840 acres
Weighted C = .444
Adjusted C = .444
Td= 48.00 min
I = 2.9000 in/hr
Q = 3.69 cfs
x
o Q = 3.37 cfs
0 Ix (Allow.Outflow)
o
NOT TO SCALE x
------------
1 x
---------- I---
49.99 min T
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 16:13:13 Date: 06-05-2011
JUN 1 3 2011
BY:

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- P -----
P 10... 1.01, 3.01, 3.03
PR 10A... 2.01
S/N: 121901A06A64 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 16:13:13 Date: 06-05-2011
JUN 1 3 2011
BY:

Appendix A
A-1
Index of Starting Page Numbers for ID Names
P -----
P 10... 1.01, 3.01, 3.03
PR 10A... 2.01
S/N: 121901AOGA84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 09:51:50 Date: 05-24-2011
JUN 1 3 2011
B. Y:

C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
Norfolk, Virginia
Project Number: 11.009 Project Name: Wounded Warrior
Designed By: ATM Location: Camp Lejeune
Sheet 1 Date: 05/11
STORM SEWER DESIGN COMPUTATIONS
`.-
From
Point
To Point
-Area
;Drain
' 'A' �
Run'
off
' Coeff
CA
�� � -
Inlet
Time
Rain,
:• Fall
Runoff D'CFS
-
,InveRElevations„
-
� .
length
• of Pipe
Slope of
''Pipe
Dia of
Pip "
-
Vel of.
Pipes t
Capac
=ity
"Flow
-
Time
TOp
Pipe
Elev
'Rim
Elev
Cover=:
er+
-
Remarks-�
"
;
- -
Acres
C
rincre-
` ment
A'ccum
: ulated,
(min)
min
'. in
(")
Incre
ment :
,Accum'
- "'
> ulaleb
Upper
End' -
Lower`
End
ft ' '
O_
/ -
.(fUft)
a-
- (in)
(fps).
' (cfs)
,
(min) '
--
(ft)
-
(fQ
-
(ft)
'
ar
1
2
0.18
0.54
0.10
0.10
0.00
14.24
13.86
150
0.0025
15
2.64
3.24
0.95
15.68
17.70
2.02
A = 2908 C = 0.95
A= 5106 C=0.30
2
4
0.24
0.43
0.10
0.20
0.00
13.86
13.61
98
0.0025
15
2.64
3.24
0.62
15.30
16.80
1.50
A = 1994 C = 0.95
A = 8342 C = 0.30
3
4
0.22
0.54
0.12
0.12
0.00
13.99
13.61
150
0.0025
15
2.64
3.24
0.95
15.43
17.70
2.27
A
A= 6111 C=0.30
4
6
0.19
0.48
0.09
0.41
0.00
13.61
13.36
98
0.0025
15
2.64
3.24
0.62
15.05
16.80
1.75
A = 2400 C = 0.95
A = 6036 C = 0.30
5
6
0.25
0.44
0.11
0.11
0.00
13.74
13.36
150
0.0025
15
2.64
3.24
0.95
15.18
16.70
1.52
°` = 2441 C = 0.95
A = 8641 C = 0.30
6
7
0.21
0.39
0.08
0.60
10.0
3.60
10.61
10.50
55
0.0020
24
3.23
10.14
0.28
12.86
16.70
3.84
A = 1200 C = 0.95
A = 7942 C = 0.30
6.0
1.00
0.50
0.50
1.10
10.0
6.60
Future site
6.0
8
9
-
-
-
-
3.00
9.00
8.38
308
0.0020
18
2.67
4.71
1.92
10.71
15.00
4.29
Out BMP
JUN 1 3 2011
BY:

Sediment Trap Calculations
• it • -2r Y i
JUN 1 3 2011

Pl 10084 Wounded Warrior Trailer Prep Site
Sediment Trap Calculations
MCB Camp Lejeune, NC
Basis of Design: Size Sediment Traps for Compass Rose site using the North Carolina
Erosion and Sediment Control Planning and Design Manual.
Design Parameters:
Minimum Volume = 3600 cu. ft. per acre of Disturbed Area
Minimum Surface Area = 435 Square Feet / Q10 Peak inflow
Minimum Depth = 3.5 feet, 1.5 feet below grade
Minimum L/W Ratio = 2:1
Calculations:
Basin 1:
Q10 Peak inflow = 3.80 cfs C=0.30 I = 7.5 in/hr
Disturbed Area — 1.69 acres
Surface Area Required = 435 sf x 3.80 cfs = 1,653 sf / Q10
Surface Area Provided at elevation 13.0 ft. = 7,069 sf OK
Volume Required = 3600 cu. ft. x 1.69 acres = 6,084 cu. ft.
Volume Provided at elevation 13.0 ft = 9,425 cu. ft. OK
June/11
GH
jUN 1 3 2011

Silt Fence Calculations
JUN 1 3 2011

P 110084Wounded Warrior Trailer Site Prep June/11
Sediment Fence Calculations GH
MCB Camp Lejeune, NC
Design Criteria: From North Carolina Erosion and Sediment Control Manual, revised .
0106, Chapter 6, section 6.62.
Maximum Allowable = 25 ae / 100 ft of Silt Fence
Given:
Area = 1.69 Ac
Silt Fence Length = 1,993 LF
Slope < 2.0 %
1,9931f Silt Fence 1
s= 19.93 Hundred Ft of Silt Fence
Site 100 Lf
1.7 A z 1 _.0.085 Ac per 100 Ft of Silt Fence, OK
Site 19.93 Silt Fence
JF,D
JUN 1 3 2011

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PROJECT 110084
WOUNDED WARRIOR TRAILER PREP SITE
MCB CAMP LEJEUNE,
NORTH CAROLINA
Stormwater Narrative:
This project will construct a prep site for trailers at the Wounded Warrior site. Included on the
site are associated wood walks and ramps to support the facility. The design also includes utility
connections and stormwater management. The site is 1.69 acres and includes 0.11 acres of
existing impervious and 0.33 acres of proposed impervious. Stormwater management will be
provided by a wet detention basin on site. From the BMP it will discharge into the existing
ditch. The BMP is sized for both the current site and a future trailer prep area site, to be located
below the project. The future site is 1.15 acres with 0.08 acres of existing impervious and 0.30
acres of new impervious. Therefore, the BMP is sized for 2.84 acres with 0.63 acres of
impervious.
The site covers approximately 2.8 acres and is located on Hospital Corps Boulevard, off
Brewster Boulevard on the Marine Corps Base, Camp Lejeune, North Carolina. The site is
predominately wooded. Ground elevations vary from approximately 21.0 along Hospital Corps
Boulevard to approximately 8.0 at the southwest limit. The average elevation is 17.5, near the
middle of the site.
The project site is located in SC, HQW, NSW waters. The quality volume is calculated using the
runoff volume for the 1-year, 24-hour storm. Quality volume is satisfied by a wet detention
BMP. The wet detention 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 BMP is designed in
conformance with North Carolina Division of Water Quality "Stormwater Best Management
Practices Manual, July 2007".
All Built Upon Area will be collected. There is no Off -Site Runoff coming onto the site or into
the proposed BMP. The receiving stream is the Northeast Creek, stream class SC; HQW; NSW,
stream index number 19-16. Road construction across other property will not be necessary to
access this project.
An on site soil evaluation was performed in April 2011. At the basin site, soil infiltration rates
measured approximately 1.7 to 3.6 inches per hour at depths ranged from about 1.5 to 2 feet
below existing site grades. No groundwater was encountered in the borings during the
exploration. Based on water levels obtained in nearby basins, the estimated seasonal high water
table (SHWT) was determined to be about 13.5.
7,P - CEIVEI�
MAY272011
ir'Y:

F -
-,,
Wounded Warrior Trailer Site Prep 05110084
MCB Camp Lejeune, North Carolina
CONTRACT N40085-11-B-0084
NAVFAC SPECIFICATION
NO. 05-11-0084
WOUNDED WARRIOR TRAILER SITE PREP
AT THE
MARINE CORPS BASE, CAMP LEJEUNE, NORTH CAROLINA
DESIGN BY:
C. ALLAN BAMFORTH, JR., ENGINEER -SURVEYOR, LTD.
Norfolk, Virginia
A/E Contract: N40085-09-D-5335
SPECIFICATION PREPARED BY:
Anna Lee Bamforth, P.E., L.S.
Date: May 27, 2011
SPECIFICATION APPROVED BY:
B. R. Marshburn, P.E., Director
Design Branch, Public Works Division
C for Commander, Naval FaciC litiesEngineering vCommand ,����e.�"1.CARO�J'%
' O �� �,�ESSj�.�y�/
� � SEAS
= 029641 =
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JUN 1 3 2011 SECTION COVER Page 1 �ii� /FEIBPFOr�

Wounded Warrior Trailer Site Prep 05110084
MCB Camp Lejeune, North Carolina
SECTION 01 57 13.00 22
EROSION AND SEDIMENT CONTROL
03/09
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM D 3787 (2007) Bursting Strength of Textiles -
Constant -Rate -of -Traverse (CRT), Ball
Burst Test
ASTM D 4533 (2004; R 2009) Trapezoid Tearing Strength
of Geotextiles
ASTM D 4632 (2008) Grab Breaking Load and Elongation
of Geotextiles
NORTH CAROLINA SEDIMENT CONTROL COMMISSION (NCSCC)
NCSCC ESCM (1993) Erosion and Sediment Control
Planning and Design Manual
1.2 DESCRIPTION OF WORK
The work includes the provision of temporary and permanent erosion control
measures to prevent the pollution of air, water, and land within the
project limits and in areas outside the project limits where work is
accomplished in conjunction with the project.
1.3 SUBMITTALS
Submit the following in accordance with Section 01 33 00 SUBMITTAL
PROCEDURES:
SD-01 Preconstruction Submittals
Construction Sequence Schedule; G
SD-03 Product Data
Sediment/Silt Fence
Dust Suppressors
Filter Fabric
1.4 CONSTRUCTION SEQUENCE SCHEDULE
Submit a Contractor furnished construction work sequence schedule, a
minimum of 30 days prior to start of construction. The work schedule shall
SECTION 01 57 13.00 22 Page 1 JUN 1 3 2011

Wounded Warrior Trailer Site Prep
MCB Camp Lejeune, North Carolina
05110084
coordinate the timing of land disturbing activities with the provision of
erosion control measures to reduce on site erosion and off site
sedimentation. Installation of temporary erosion control features shall be
coordinated with the construction of permanent erosion control features to
assure effective and continuous control of erosion and pollution.
1.5 STATE APPROVED PLAN
The erosion control plan indicated has been approved by the State. No
additional State review and approval of the erosion control plan is
required, unless the Contractor desires to modify the erosion control plan
indicated. Should the Contractor desire to modify the State approved plan,
a resubmittal to the State, including the State's approval is required
prior to the start of construction. The contractor shall be responsible
for any additional costs and time incurred as a result of the resubmittal
of the previously approved erosion control plan. The contractor shall
anticipate a minimum 45 day review period by the State. Provide and
maintain erosion control measures in accordance with NCSCC ESCM, and as
specified herein.
PART 2 PRODUCTS
2.1 SEDIMENT/SILT FENCE
2.1.1 State Standard Sediment/Silt Fence
NCSCC ESCM Standard 6.62, sediment/silt fence (maximum height of 18 inches).
2.2 INLET PROTECTION
2.2.1 State Standard Inlet Protection
NCSCC ESCM Standard 6.51.
2.3 CONSTRUCTION ENTRANCE
2.3.1 State Standard Construction Entrance
2.3.1.1 Aggregate
NCSCC ESCM, Standard 6.06.
2.3.1.2 Filter Fabric
A woven or nonwoven polypropylene, nylon, or polyester containing
stabilizers and/or inhibitors to make the fabric resistant to deterioration
from ultraviolet, and with the following properties:
a. Minimum grab tensile strength (TF 25 41/ASTM D 4632) 180 pounds
b. Minimum Puncture (TF 25 #4/ASTM D 3787) 75 psi in the weakest
direction
C. Apparent Opening Size 40-80 (U.S. Sieve Size)
d. Minimum Trapezoidal tear strength (TF 25 #2/ASTM D 4533) 50 pounds
SECTION O1 57 13.00 22 Page 2

Wounded Warrior Trailer Site Prep
MCB Camp Lejeune, North Carolina
2.4 DUST SUPPRESSORS
05110084
Calcium chloride, or other standard manufacturer's spray on adhesives
designed for dust suppression.
2.5 TEMPORARY SEEDING
2.5.1 State Standard Temporary Seeding
Provide seed, lime, fertilizer, and mulch in accordance with NCSCC ESCM,
Standards 6.10 and 6.14. Provide straw mulch.
PART 3 EXECUTION
3.1 CONSTRUCTION SEQUENCE SCHEDULE
Stabilize areas for construction access immediately with gravel. Provide
sediment/silt fences as work progresses. Stabilize graded and disturbed
areas immediately after grading. Permanent stabilization shall be provided
immediately on areas that have been final graded. Temporary seeding and
mulching shall be provided on disturbed areas as specified in the paragraph
entitled "Temporary Seeding." Installation of temporary erosion control
features shall be coordinated with the construction of permanent erosion
control features to assure effective and continuous control of erosion and
sediment deposition. Remove temporary erosion control measures at the end
of construction and provide permanent seeding.
3.2 SEDIMENT/SILT FENCES
Install posts at the spacing indicated, and at an angle between 2 degrees
and 20 degrees towards the potential silt load area. Sediment/silt fence
height shall be approximately 18 inches. Do not attach filter fabric to
existing trees. Secure filter fabric to the post and wire fabric using
staples, tie wire, or hog rings. Imbed the filter fabric into the ground
as indicated. Splice filter fabric at support pole using a 6 inch overlap
and securely seal.
3.3 INLET PROTECTION
Provide as indicated; drive steel posts evenly spaced around the perimeter
of the inlet, a maximum of 4 feet apart. Posts shall be driven immediately
adjacent to the drainage structure, a minimum of 24 inches into the
ground. The hardware cloth shall be securely fastened to the outside of
the posts, with the bottom flap of wire mesh placed under the gravel for
anchoring.
3.4 CONSTRUCTION ENTRANCE
Provide as indicated, a minimum of 6 inches thick, at points of vehicular
ingress and egress on the construction site. Construction entrances shall
be cleared and grubbed, and then excavated a minimum of 3 inches prior to
placement of the filter fabric and aggregate. The aggregate shall be
placed in a manner that will prevent damage and movement of the fabric.
Place fabric in one piece, where possible. Overlap fabric joints a minimum
of 12 inches.
3.5 DUST SUPPRESSORS
�y� ,Immediately dampen the
�J�. �V .i-, A
JUN 13 2011
BY:
surface before calcium chloride application. Apply
SECTION 01 57 13.00 22 Page 3

Wounded Warrior Trailer Site Prep
MCB Camp Lejeune, North Carolina
05110084
dust suppressors on unsurfaced base, subbase and other unsurfaced travel
ways. Apply calcium chloride at the rate of 1.0 to 1.25 pounds per square
yard of surface for pellets for the initial application. For subsequent
applications of calcium chloride, application rates may be approximately 75
percent of initial application rates. Do not apply when raining or the
moisture conditions exceed that required for proper application. Apply
other dust suppressors in accordance with manufacturers instructions.
Protect treated surfaces from traffic for a minimum of 2 hours after
treatment. Repeat application of dust suppressors as required to control
dust emissions.
3.6 TEMPORARY SEEDING
3.6.1 Time Restrictions
Within 48 hours after attaining the grading increment specified herein,
provide seed, fertilizer, mulch and water on graded areas when any of the
following conditions occur:
a. Grading operations stop for an anticipated duration of 30 days or
more.
b. When it is impossible or impractical to bring an area to finish
grade so that permanent seeding operations can be performed
without serious disturbance from additional grading.
C. Grading operations for a specific area are completed and the
seeding seasons specified for permanent seeding are more than 30
days away.
d. When an immediate cover is required to minimize erosion, or when
erosion has occurred.
e. Provide on erosion control devices constructed using soil
materials.
3.6.2 Seeding Requirements
3.6.2.1 State Standard Seeding Requirements
Provide seed, lime, fertilizer, and mulch in accordance with NCSCC ESCM,
Standards 6.10 and 6.14. Provide straw mulch in an air dried condition,
and secure mulch in place.
3.6.2.2 Permanent Seeding
Temporary seeding shall be removed, and permanent seeding shall be provided
during the specified planting season. Provide seed, lime, fertilizer, and
mulch in accordance with NCSCC ESCM, Standards 6.11 and 6.14. Provide
seeding of Centipedegrass per Table 6.11s, Seeding No. 4CP.
3.7 MAINTENANCE AND INSPECTION
Inspect erosion control devices after each rainfall and daily during pro
longed rainfall. Remove sediment deposits after each rainfall or when
sediment reaches approximately one-half the barrier height. Immediately
repair damaged erosion control devices and damaged areas around and
underneath the devices. Maintain erosion control devices to assure
continued performance of their intended function. Modify the erosion
SECTION O1 57 13.00 22 Page 4

Wounded Warrior Trailer Site Prep
MCB Camp Lejeune, North Carolina
05110084
control plan as required to control problem areas noticed after each
inspection. Modifications shall be approved by the Contracting Officer.
3.8 CLEAN UP
At the completion of the job, or when directed or approved by the
Contracting Officer, temporary erosion control devices shall be removed.
Erosion control devices and areas immediately adjacent to the device shall
be filled (where applicable), shaped to drain and to blend into the
surrounding contours, and provided with permanent seeding. Erosion control
devices may remain in place after job completion when approved by the
Contracting Officer.
-- End of Section --
:: "IED
SECTION 01 57 13.00 22 Page 5 JUN 1 3 2011
1
i-cr.

Wounded Warrior Trailer Site Prep 05110084
MCB Camp Lejeune, North Carolina
SECTION 33 40 00
STORM DRAINAGE UTILITIES
02/10
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M 198 (2010) Standard Specification for Joints
for Concrete Pipe, Manholes, and Precast
Box Sections Using Preformed Flexible
Joint Sealants
AMERICAN CONCRETE PIPE ASSOCIATION (ACPA)
ACPA 01-102 (2000) Concrete Pipe Handbook
ACPA 01-103 (2000) Concrete Pipe Installation Manual
ASTM INTERNATIONAL.(ASTM)
ASTM C 231 (2010) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C 478 (2009) Standard Specification for Precast
Reinforced Concrete Manhole Sections
ASTM C 76 (2010a) Standard Specification for
Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe
ASTM C 923 (2008) Standard Specification for
Resilient Connectors Between Reinforced
Concrete Manhole Structures, Pipes and
Laterals
ASTM C 990 (2009) Standard Specification for Joints
for Concrete Pipe, Manholes and Precast
Box Sections Using Preformed Flexible
Joint Sealants
ASTM D 1751 (2004; R 2008) Standard Specification for
Preformed Expansion Joint Filler for
Concrete Paving and Structural
Construction (Nonextruding and Resilient
Bituminous Types)
ASTM D 1752 (2004a; R 2008) Standard Specifi
cation for
SECTION 33 40 00 Page 1 3

Wounded Warrior Trailer Site Prep 05110084
MCB Camp Lejeune, North Carolina
Preformed Sponge Rubber Cork and Recycled
PVC Expansion
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FS A-A-60005 (Basic) Frames.Covers, Gratings, Steps,
Sump and Catch Basin, Manhole
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Placing Pipe
Printed copies of the manufacture's recommendations for
installation procedures of the materials being placed, prior to
installation.
1.3 DELIVERY, STORAGE, AND HANDLING
1.3.1 Delivery and Storage
Materials delivered to site shall be inspected for damage, unloaded, and
stored with a minimum of handling. Materials shall not be stored directly
on the ground. The inside of pipes and fittings shall be kept free of dirt
and debris. Before, during, and after installation, plastic pipe and
fittings shall be protected from any environment that would result in
damage or deterioration to the material. Keep a copy of the manufacturer's
instructions available at the construction site at all times and follow
these instructions unless directed otherwise by the Contracting Officer.
Solvents, solvent compounds, lubricants, elastomeric gaskets, and any
similar materials required to install plastic pipe shall be stored in
accordance with the manufacturer's recommendations and shall be discarded
if the storage period exceeds the recommended shelf life. Solvents in use
shall be discarded when the recommended pot life is exceeded.
1.3.2 Handling
Materials shall be handled in a manner that ensures delivery to the trench
in sound, undamaged condition. Pipe shall be carried to the trench, not
dragged.
PART 2 PRODUCTS
2.1 PIPE FOR STORM DRAINS
Pipe for storm drains shall be of the sizes indicated and shall conform to
the requirements specified.
2.1.1 Concrete Pipe
Manufactured in accordance with and conforming to ASTM C 76, Class III and
V.
SECTION 33 40 00 Page 2

Wounded Warrior Trailer Site Prep
MCB Camp Lejeune, North Carolina
2.1.1.1 Joint Sealants
05110084
Provide primers and lubricants as recommended by the manufacturer.
Concrete pipe joints shall be suitable for use with the joint sealants
specified.
a. Butyl gaskets.
b. AASHTO M 198, Type B preformed plastic gaskets.
2.2 DRAINAGE STRUCTURES
2.2.1 Flared End Sections
Sections shall be of a standard design fabricated from reinforced
concrete.Flared ends are included in the lengths of pipe indicated.
2.3 MISCELLANEOUS MATERIALS
2.3.1 Concrete
Unless otherwise specified, concrete and reinforced concrete shall conform
to the requirements for 3500 psi concrete under Section 03 30 00
CAST -IN -PLACE CONCRETE. The concrete mixture shall have air content by
volume of concrete, based on measurements made immediately after discharge
from the mixer, of 5 to 7 percent when maximum size of coarse aggregate
exceeds 1-1/2 inches. Air content shall be determined in accordance with
ASTM C 231. The concrete covering over steel reinforcing shall not be less
than 1 inch thick for covers and not less than 1-1/2 inches thick for walls
and flooring. Concrete covering deposited directly against the ground
shall have a thickness of at least 3 inches between steel and ground.
Expansion -joint filler material shall conform to ASTM D 1751, or ASTM D 1752,
or shall be resin -impregnated fiberboard conforming to the physical
requirements of ASTM D 1752.
2.3.2 Precast Reinforced Concrete Drainage Structures
Conform to ASTM C 478. Joints between precast concrete risers and tops
shall be rubber -type gaskets meeting the requirements of ASTM C 990 or
AASHTO M 198, Type B gaskets.
2.3.3 Frame and Cover for Gratings
FS A-A-60005 Cast iron, figure numbers as indicated.
2.4 RESILIENT CONNECTORS
Flexible, watertight connectors used for connecting pipe to manholes and
inlets shall conform to ASTM C 923.
PART 3 EXECUTION
3.1 EXCAVATION FOR STORM DRAINS AND DRAINAGE STRUCTURES
Excavation of trenches, and for appurtenances and backfilling for culverts
and storm drains, shall be in accordance with the applicable portions of
Section 31 23 00.00 20, EXCAVATION AND FILL and the requirements specified
below. T
T2 Y71 /\ T'� T'V ��
1
SECTION 33 40 00 Page 3 JUN 33 2011
�1i v:

Wounded Warrior Trailer Site Prep
MCB Camp Lejeune, North Carolina
3.1.1 Trenching
05110084
The width of trenches at any point below the top of the pipe shall be not
greater than indicated to permit satisfactory jointing and thorough tamping
of the bedding material under and around the pipe. Sheeting and bracing,
where required, shall be placed within the trench width as specified,
without any overexcavation. Where trench widths are exceeded, redesign
with a resultant increase in cost of stronger pipe or special installation
procedures will be necessary. Cost of this redesign and increased cost of
pipe or installation shall be borne by the Contractor without additional
cost to the Government.
3.1.2 Removal of Unstable Material
Where wet or otherwise unstable soil incapable of properly supporting the
pipe, as determined by the Contracting Officer, is unexpectedly encountered
in the bottom of a trench, such material shall be removed to the depth
required and replaced to the proper grade with select granular material,
compacted as provided in paragraph BACKFILLING. When removal of unstable
material is due to the fault or neglect of the Contractor while performing
shoring and sheeting, water removal, or other specified requirements, such
removal and replacement shall be performed at no additional cost to the
Government.
3.2 BEDDING
The bedding surface for the pipe shall provide a firm foundation of uniform
density throughout the entire length of the pipe.
3.2.1 Concrete Pipe Requirements
When no bedding class is specified or detailed on the drawings, concrete
pipe shall be bedded in granular material minimum 4 inch in depth in
trenches with soil foundation. Depth of granular bedding in trenches with
rock foundation shall be 1/2 inch in depth per foot of depth of fill,
minimum depth of bedding shall be 8 inch up to maximum depth of 24 inches.
The middle third of the granular bedding shall be loosely placed. Bell
holes and depressions for joints shall be removed and formed so entire
barrel of pipe is uniformly supported. The bell hole and depressions for
the joints shall be not more than the length, depth, and width required for
properly making the particular type of joint.
3.3 PLACING PIPE
Submit printed copies of the manufacturer's recommendations for
installation procedures of the material being placed, prior to installation.
Each pipe shall be thoroughly examined before being laid; defective or
damaged pipe shall not be used. Plastic pipe shall be protected from
exposure to direct sunlight prior to laying, if necessary to maintain
adequate pipe stiffness and meet installation deflection requirements.
Pipelines shall be laid to the grades and alignment indicated. Proper
facilities shall be provided for lowering sections of pipe into trenches.
Pipe shall not be laid in water, and pipe shall not be laid when trench
conditions or weather are unsuitable for such work. Diversion of drainage
or dewatering of trenches during construction shall be provided as
necessary.
SECTION 33 40 00 Page 4

Wounded Warrior Trailer Site Prep
MCB Camp Lejeune, North Carolina
3.3.1 Concrete Pipe
05110084
Laying shall proceed upgrade with spigot ends of bell -and -spigot pipe and
tongue ends of tongue -and -groove pipe pointing in the direction of the flow.
3.4 JOINTING
3.4.1 Concrete Pipe
3.4.1.1 Flexible Joints
Install pipe and fittings in accordance with paragraph entitled "General
Requirements for Installation of Pipelines" of this section and with the
provisions for rugger gasket jointing and jointing procedures of ACPA 01-103
or of ACPA 01-102, Chapter 9. Make joints with the gaskets previously
specified for joints with this piping. Gaskets and jointing materials
shall be as recommended by the particular manufacturer in regard to use of
lubricants, cements, adhesives, and other special installation
requirements. Surfaces to receive lubricants, cements, or adhesives shall
be clean and dry. Gaskets and jointing materials shall be affixed to the
pipe not more than 24 hours prior to the installation of the pipe, and
shall be protected from the sun, blowing dust, and other deleterious agents
at all times. Gaskets and jointing materials shall be inspected before
installing the pipe; any loose or improperly affixed gaskets and jointing
materials shall be removed and replaced. The pipe shall be aligned with
the previously installed pipe, and the joint pushed home. If, while the
joint is being made the gasket becomes visibly dislocated the pipe shall be
removed and the joint remade.
3.5 DRAINAGE STRUCTURES
3.5.1 Manholes and Inlets
Construction shall be of reinforced concrete, plain concrete, or precast
reinforced concrete; complete with frames and covers or gratings. Pipe
connections to concrete manholes and inlets shall be made with flexible,
watertight connectors.
3.5.2 Walls and Headwalls
Construction shall be as indicated.
3.6 BACKFILLING
Perform earthwork operations in accordance with Section 31 23 00.00 20,
EXCAVATION AND FILL.
3.6.1 Movement of Construction Machinery
when compacting by rolling or operating heavy equipment parallel with the
pipe, displacement of or injury to the pipe shall be avoided. Movement of
construction machinery over a culvert or storm drain at any stage of
construction shall be at the Contractor's risk. Any damaged pipe shall be
repaired or replaced.
SECTION 33 40 00 Page 5
RFC'�-�.ZVED,
JUN 1 3 2011
f
BY:

Wounded Warrior Trailer Site Prep
MCE Camp Lejeune, North Carolina
3.7 PIPELINE TESTING
3.7.1 Field Tests and Inspections
05110084
The Contracting Officer will conduct field inspections and witness field
tests specified in this section. The Contractor shall perform field tests
and provide labor, equipment, and incidentals required for testing. Be
able to produce evidence, when required, that each item of work has been
constructed properly in accordance with the drawings and specifications.
3.7.2 Pipeline Testing
Check each straight run of pipeline for gross deficiencies by holding a
light in a manhole; it shall show a practically full circle of light
through the pipeline when viewed from the adjoining end of line.
-- End of Section --
SECTION 33 40 00 Page 6

REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNICAL ENGINEERING SERVICES
Project 110084 Wounded Warrior Trailer Site Prep
MCB Camp Lejeune, North Carolina
G E T PROJECT NO: JX11-104G
April 26, 2011
Prepared for
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
2207 Hampton Boulevard
Norfolk, Virginia 23517
ATTN: Mrs. Anna Lee Bamforth, P.E.
Prepared by
GET Solutions, Inc.
JUN 1 3 2011
415 A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

$O�Ua0I15G� _
Cm.Ov! rN - .vroai - lisrirtc
TO: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
2207 Hampton Boulevard
Norfolk, Virginia 23517
Attn: Mrs. Anna Lee Bamforth, P.E.
RE: Report of Subsurface Investigation and Geotechnical
Project 110084-Wounded Warrior Trailer Site Prep
MCB Camp Lejeune, North Carolina
G E T Project No: JX11-104G
Dear Mrs. Bamforth:
April 26, 2011
Engineering Services
In compliance with your instructions, we have completed our Geotechnical Engineering
Services for the referenced project. 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, """ q" ",
G E T Solutions, Inc. ,�peEs a�*y9•;
G(/• /y? 4 PE No.
033529
Glenn W. Hohmeier, P.E. iik1 �IGINE�P �<v{
Senior Project Engineer K' µC
NC Reg. # 033529
„rrr,
Camille A. Kattan, P.E.
Principal Engineer = SEAL
NC Reg. # 014103 = 014103
9� tee. f
ryc. i..E.. .�.
415-A Western Boulevard • Jacksonville, NC 28546 • Phone: [phone] • Fax: [phone]
[e-mail]

TABLE OF CONTENTS
1.0 PROJECT INFORMATION..............................................................................1
1.1 Project Authorization..............................................................................1
1.2 Project Location and Site Description....................................................1
1.3 Purpose and Scope...............................................................................1
2.0 FIELD AND LABORATORY PROCEDURES..................................................2
2.1 Field Exploration....................................................................................2
2.2 Laboratory Testing.................................................................................2
3.0 SITE AND SUBSURFACE CONDITIONS........................................................3
3.1 Site Geology..........................................................................................3
3.2 Subsurface Soil Conditions....................................................................3
3.3 Groundwater Information.......................................................................4
4.0 EVALUATION AND RECOMMENDATIONS...................................................5
4.1 Soil Permeability....................................................................................5
4.2 Structural Fill and Placement.................................................................6
4.3 Suitability of On -site Soils......................................................................6
5.0 CONSTRUCTION CONSIDERATIONS...........................................................7
5.1 Drainage and Groundwater Concerns...................................................7
5.2 Site Utility Installation.............................................................................7
5.3 Excavations...........................................................................................8
6.0 REPORT LIMITATIONS...................................................................................9
APPENDIX I BORING LOCATION PLAN
APPENDIX II BORING LOGS
APPENDIX III GENERALIZED SOIL PROFILE
APPENDIX IV HYDRAULIC CONDUCTIVITY WORKSHEETS
APPENDIX V CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
JUN 1 3 2011

Report of Subsurface Investigation and Geotechnical Engineering Services Apt 26, 2011
Project 110084-Wounded Warrior Trailer Site Prep
MCB Camp Lejeune, North Carolina
GET Project No: JX11-104G
1.0 PROJECT INFORMATION
1.1 Project Authorization
G E T Solutions, Inc. has completed our Geotechnical Engineering study for the proposed
Project 110084-Wounded Warrior Trailer Site Prep Project located within the Marine Corps
Base (MCB) Camp Lejeune, North Carolina. The geotechnical engineering services were
conducted in general accordance with the scope presented in GET Proposal No. PJX11-
102G. Authorization to proceed with our subsurface investigation and geotechnical
engineering services was received from Mrs. Anna Lee Bamforth of C. Allan Bamforth; Jr.,
Engineer -Surveyor, Ltd.
1.2 Project Location and Site Description
The project site is located within the Wounded Warrior Complex of MCB Camp Lejeune,
North Carolina. The construction at this site is planned to consist of installing eight (8)
double wide trailers and a storm water management facility.
The site is located within a partially wooded tract and partially open area of land near the
west center portion of the Wounded Warrior Complex. The project site slopes from east to
west with existing grades ranging from approximately 19 feet (MSL) along the east
perimeter to about 17 feet (MSL) along the western side.
The site is bordered to the north and east by the Wounded Warrior Complex currently
under construction, to the south and west by vacant parcels of land.
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.
2. General location and description of potentially deleterious material
encountered in the borings that may interfere with construction progress or
performance, including existing fills, surficial/subsurface organics, or
expansive soils.
Soil preparation and construction considerations including grading, and
compaction, as well as providing Engineering criteria for placement and
compaction. of approved structural fill material, including weather and
equipment effects.
S6luti6hs,4 c&7M

Report of Subsurface Investigation and Geotechnical Engineering Services April26, 2011
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MCB Camp Lejeune, North Carolina
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4. Permeability (infiltration) values are provided based on the results of in -situ
Saturated Hydraulic Conductivity Testing as well as our experience with
similar soil conditions. Seasonal high groundwater table (SHWT) was also
estimated.
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 nature and composition of the subsurface soils at this site, a
total of two (2)10-foot deep hand auger borings (designated as PT-1 and PT-2) were drilled
by G E T Solutions, Inc. within the limits of the proposed storm water management basin
area.
In addition, to aid in developing associated storm water management parameters, two (2)
additional hand auger borings were advanced in the immediate vicinity of PT-1 and PT-2
and two (2) saturated hydraulic conductivity tests (in -situ) were completed within the
proposed storm water management area.
A representative portion of each disturbed hand auger sample was collected, placed in a
ziplock bag, sealed, labeled, and returned to our laboratory for review.
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 ziplock
bags, labeled and transferred to our laboratory for classification and analysis. The soil
classification was performed by a Geotechnical Engineer in accordance with ASTM D2488.
Two (2) representative soil samples were selected and subjected to laboratory testing,
which included natural moisture and 4200 sieve wash and atterberg limits testing and
analysis, in order to corroborate the visual classification. These test results are provided in
the following table (Table I — Laboratory Test Results) and are presented on the 'Boring
Log" sheets (Appendix 11), included with this report. _ 4� 4
( VED
2 JUN 1 3 2011 GET

Report of Subsurface Investigation and Geotechnical Engineering Services April 26,2011
Project 110084-Wounded Warrior Trailer Site Prep
MCB Camp Lejeune, North Carolina
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Table I - Laboratory Test Results
Boring
Sample
Depth
Natural
%
Atterberg
USCS
No.;
Type
(Feet)
Moisture
Passing
Limits
Classificatio
#200
LL/PL/PI
N
PT-1
Hand Auger
1.5-2
11.4
12.9
Non -Plastic
SM
PT-2
Hand Au er
1.5-2
10.4
13.1
Non -Plastic
SM
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Geology
The project site lies within a major physiographic province called the Atlantic Coastal Plain.
Numerous transgressions and regressions of the Atlantic Ocean have deposited marine,
lagoonal, and fluvial (stream lain) sediments. The regional geology is very complex, and
generally consists of interbedded layers of varying mixtures of sands, silts and clays.
Based on our review of existing geologic and soil boring data, the geologic stratigraphy
encountered in our subsurface explorations generally consisted of marine deposited sands,
silts and clays.
3.2 Subsurface Soil Conditions:
The results of our field exploration program indicated the presence of 3 to 6 inches of
topsoil at the soil boring locations. Beneath the surficial topsoil, the natural subsurface soils
were generally arranged in a 2-layer configuration.
The initial natural soil layer extended to a depth of approximately 6 feet below existing
grades and was noted to be primarily granular in nature consisting of SAND (SM and SC)
with varying amounts of silt and/or clay.
The final soil layer extended to boring termination depth of approximate 10 feet below
existing site grades and was noted to consist of Sandy Lean CLAY (CL) with varying
amounts of sand.
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.
Solutions ?Inc

Report of Subsurface Investigation and Geotechnical Engineering Services Ap0126, 2011
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MCB Camp Lejeune, North Carolina
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3.3 Groundwater Information:
Groundwater was not encountered at boring PT-1 and PT-2 locations at the time of drilling
to depths explored. In addition, two (2) temporary piezometers were installed at the boring
PT-1 and PT-2 locations at the time of drilling and 24 hour groundwater readings were
taken. The 24 hour groundwater readings did not detect any groundwater in the temporary
piezometers installed in the open bore holes at PT-1 and PT-2 (depths of 10-feet below
existing site grades). The piezometers were removed following the 24-hour readings and
the boreholes were backfilled.
Also, the soils recovered from boring PT-1 and PT-2 locations were visually classified to
identify color changes to aid in indicating the normal estimated Seasonal High Water Table
(SHWT). It is noted that soil morphology may not be a reliable indicator of the SHWT.
However, color distinctions (from tan to orangish brown and gray) were observed within the
soil profile of soil samples collected at the location of borings PT-1 and PT-4. As such, the
normal SHWT depth was estimated to occur at approximately 3.5 feet below the existing
site grades at each of these borings.
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, sidewalks, etc.). Seasonal groundwater fluctuations of±2 feet are common in
the project's area; however, greater fluctuations have been documented. We recommend
that the contractor determine the actual groundwater levels at the time of the construction
to determine groundwater impact on the construction procedures.
.71T.,V ZD
JUN 1 3 2011
ISO] UU ru.'!bviroAt

Report of Subsurface Investigation and Geotechnical Engineering Services April 26,2011
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MCB Camp Lejeune, North Carolina
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4.0 EVALUATION AND RECOMMENDATIONS
Our recommendations are based on 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 Soil Permeability
Two (2) infiltration test boreholes were prepared (boring locations PT-1 and PT-2) utilizing a
planer auger to remove soil clippings from their base. Infiltration testing was performed at a
depth corresponding to an elevation of approximately 1.5 to 2.0 feet below the existing site
grades at each of the boring locations. Infiltration test depths at each of the boring locations
were determined based on the estimated SHWT of about 3.5 feet below existing site
grades. Please refer to Section 3.3 of this report for additional groundwater information.
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 the 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.
14M AV
Solutlor g b

Report of Subsurface Investigation and Geotechnical Engineering Services
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MCB Camp Lejeune, North Carolina
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April 26, 2011
Based on the field testing and corroborated with laboratory testing results (published values
compared to classification results), the hydraulic conductivity of the shallow soils is
tabulated below (Table III) and is presented on the "Hydraulic Conductivity Worksheet"
(Appendix IV), included with this report.
Table III — Infiltration Test Results
Infiltration Test
Test
Depth
r#200
Sieve
Classification
H
�O nductrvity
cm/sec
in/hour .
' .' /sec"
PT-1
1.5 to 2
12.9
SM
3.621
2.55E-03
PT-2
1.5 to 2
13.1
SM
1.691
1.19E-03
4.2 Structural Fill and Placement
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.
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.
4.3 Suitability of On -site Soils
Based on the laboratory testing program, the shallow subsurface SAND (SM) .soils
encountered at the boring locations (beneath the topsoil) appear to meet the criteria
recommended in this reportfor reuse as structural fill. Additionally, it is anticipated that any
soils excavated on -site and proposed to be re -used as backfill, will require stockpiling and
air drying in order to establish a moisture content suitable for compaction. Soil deposits
excavated at the site and noted to contain significant amounts of organics should not be
used as fill and/or backfill within the proposed construction areas. 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 and backfill.
ZILD
JUN 1 3 2011
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Report of Subsurface Investigation and Geotechnical Engineering Services April 26,2011
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MCB Camp Lejeune, North Carolina
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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.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Drainage and Groundwater Concerns:
It is expected that dewatering may be required for excavations that extend near or below
the existing groundwater table. Dewatering above the groundwater level could probably be
accomplished by pumping from sumps. Dewatering at depths below the groundwater level
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.
It would be advantageous to construct all fills early in the construction. If this is not
accomplished, disturbance of the existing site drainage could result in collection of surface
water in some areas, thus rendering these areas wet and very loose. Temporary drainage
ditches should be employed by the contractor to accentuate drainage during construction.
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 about 10 feet below current grades may bear in wet, soft clayey 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.
Excavations extending below the groundwater level will likely require well pointing.
Generally, the subsurface soils encountered at the boring locations appear to meet the
criteria recommended in this report for reuse as structural fill. Accordingly, bulk soil
sampling and classification testing is recommended to be performed to substantiate the
suitability of their intended use at the time of construction. Additionally, stockpiling and
allowing the soils to air dry may be required in order to obtain a moisture content suitable
for compaction procedures.
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Report of Subsurface Investigation and Geotechnical Engineering Services Apr 126, 2011
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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.
We are providing this information solely as a service to our client. G E T 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.
I�1C=FTr�
8 JUN 1 3 2011
I
LY:
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MCB Camp Lejeune, North Carolina
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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 our 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 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 the Client and their consultants for
the specific application to the proposed Project 110084-Wounded Warrior Trailer Site Prep
located within the MCB Camp LeJeune military installation in North Carolina.
S I oirs lne -

APPENDICES
:Z910fEel t.Z�Ilork1 A_1�1
BORING LOGS
III GENERALIZED SOIL PROFILE
IV HYDRAULIC CONDUCTIVITY WORKSHEETS
V CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
RECL=
JUN 1 3 2011
BY:

L ---__
z t�s
cc �y4
N
o
.. N
BORING LOCATION PLAN
PROJECT: Project 110084-Wounded Warrior Trailer Site Prep
MCB Camp Lejeune, North Carolina
PROJECT NO: JX11-104G
CLIENT: C. Allan Bamforth, Jr. Engineer -Surveyor, LTD
V
SCALE: As Drawn
DATE: 4/25/2011
PLOT BY: GH

GET
PROJECT: Project 110084-Wounded Warrior Trailer. Site Prep
CLIENT: C. Allan Bamforth, Jr. Engineer -Surveyor, LTD
�„•.r,.Y•�.r-.�-....,:�.r�y
BORING LOG
PT-1
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX11-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17
DRILLER: GET Solutions,Inc.
DRIL ING METHOD RolaryWash Mud Drilling DATE:ED BY: qwh
4 22
DEPTH TO WATER -INITIAL*: �SZ _ AFTER 24 HOURS: _ CAVING> L
,t
N
W
d�
o E
w v
o
Description
P
v
a,
m
r7
v
a o°
E Z
to
v
E o
U
N
v
a v
E
M I—
3 2
o
to a
y
2#
Z
o
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
—
0
0
HA
HA
HA
HA..
HA
12.
6-inches of Topsoil
.5
Tan, moist, Silty fine to medium SAND (SM)
�
_.........:. ..... .....
...:...:...:.. .:...:...:...:...
4..iL Woe
JUN 1.3 2011
16
08
14
3.5
Orangish brown and Gray, moist, Silty fine to medium SAND (SM)
with trace Clay'
Estimated SHWT @ 3.5 feet
1.
12
6
Gray and orangish brown, moist, Clayey fine to medium SAND (SC)
�
.'.
1
24
Mottled gray-orangish brown, moist, Sandy LEAN CLAY (CL)
8
3.2
10
Boring terminated at 10 ft.
4
—
12
4
14
--
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial r m rr in may not be indicative ofth i r r I WOH=W fHammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GET PROJECT: Project 110084-Wounded Warrior Trailer Site Prep
CLIENT: C. Allan Bamforth Jr. Engineer -Surveyor LTD
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX11-104G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17.5
BORING LOG DRILLER: GET Solutions, Inc. LOGGED BY: 9wh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 4-22-11
PT-2 DEPTH TO WATER - INITIAL": $ AFTER 24 HOURS: T- CAVING> L
o r V ,� t w m oo TEST RESULTS
L y=
N m m m m Description E Z E E Plastic Limit H Liquid Limit
W� 0 E rn W t- m cu z v Moisture Content - •
N-Value -
Tan, moist, Silty fine to medium SAND (SM)
Orangish brown and Gray, moist, Silty fine to medium SAND (SM)
with trace Clay
Estimated SHWT @ 3.5 feet
Gray and orangish brown, moist, Clayey fine to medium SAND
Mottled gray-orangish brown, moist, Sandy LEAN CLAY (CL)
at 10
Notes
HA
HAI III
HA I I h : . .
SS = Split Spoon',
ST = Shelby Tube
HA = Hand Auger
BS = Bulk Sample
wnu = mr.-H, -1
I
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

APPENDIX III
GENERALIZED SOIL PROFILE
JUN 1 3 2011

18
IB
PT
16
16
-N0.A�fifd
NM-IIA
14
J
12
f3 Y
O
mT
Y
Is
10
B
a
6
6
Strata symbols
Topsoil
Silly Sand
GET Solutions, Inc.
GENERALIZED SOIL PROFILE
�
Clayey Sand
HORIZONTAL SCALE DRAWN BY/APPROVED BY DATE DRAWN
VFA
�LJV,A
I MAIL
SCALE: 1.=2' 0h 412612011
®
Lean clay
Project 1 10084-Wounded Warrior Trailer Site Prep
FIGURE NUMBER
PRO.IGC"1' NO. Jtl 1-104G

APPENDIX IV
HYDRAULIC CONDUCTIVITY WORKSHEETS
77 W LD
JUN 1 8 2011

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Project 110084 Wounded Warrior
Trailer Site Prep
Location.......: MCB Camp Lejeune
Terminology and Solution
Boring No......: PT-1
Date .............: 4/25/2011
Ksat : Saturated hydraulic conductivity
Investigators.: M. Guzman
File No.........: JX11-104G
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
VOLUME Volume Out TIME
ml ml a hr:min:sela/p)
Const. Wtr. Ht. H: 30.2 cm
Ela sed Time Flow Rate Q
hr:min:sec min b mllmin alb
Ksal = Qlsinh-1 (H/r) - (r2/H2+1).5 + r/H) / (2pH2) [Glover Solution]
------------------- Ksat Equivalent Values------------------
cmisec
cm/da
inlhr
fUdayl
3200-=
12:45:
' _
.' . "-�i:`',
3100
100
12:45:1
0:00:13
0.22
- 461.54
0.146
2.43E-03
210.0
3.445
6.89
3000
100
12:45:
0:00:12
0.20
500.00
0.158
2.63E-03
227.5
3.732
7.46
2900
100
12:45:
0:00:13
0.22
461.54
0.146
2.43E-03
210.0
3.445
6.89
2800
100
12:45:50 PM
0:00:12
0.20
500.00
0.158
2.63E-03
227.5
3.732
7.46
2700
100
12:46:01 PM
000: 11
0.18
545.45
0.172
2.87E-03
248.2
4.071
8.14
2600
100
12:46:14 PM
0:00:13
0.22
461.54
0.146
2.43E-03
210.0
3.445
6.89
2500
100
12:46:27 PM
00013
0.22
461.54
0.146
2.43E-03
210.0
3.445
6.89
2400
100
12:46:39 PM
0:00*12
0.20
500.00
0.158
2.63E-03
227.5
3.732
7.46
2300
100
12:46:52 PM
0:00:13
0.22
461.54
0.146
2.43E-03
210.0
3.445
6.89
2200
100
12:47:03 PM
0:00: 11
0.18
545.45
0.172
2.87E-03
248.2
4.071
8.14
2100
100
12:47:16 PM
0:00:13
0.22
461.54
0.146
2.43E-03
210.0
3.445
6.89
2000
100
12:47:29 PM
0:00:13
0.22
461.54
0.146
2.43E-03
210.0
3.445
6.89
Natural Moisture: 11.4%
USCS Class.: SM
% Passing. #200 : 12.9%
Consistency: Very loose to loose
ESTIMATED FIELD KSAT: 0.153
Depth to an Impermeable Layer: NA
2.55E-03 220.7 3.6211 7.24
Notes: Ksat Class =High
StructurelFabric: NA
Slo a/Landsc:
p .NA
Depth [o Bedrock ...................: NA
Precision Permeametei'°

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Project 110084 Wounded Warrior
Trailer Site Prep
Location.......: MCB Camp Le'eune
- Terminology and Solution
Boring No......: PT-2
Date .............: 4/25/2011
Ksat : Saturated hydraulic conductivity
Investigators.: M. Guzman
File No.........: JX11-104G
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. WV. Ht. H: 30.2 cm
Ksat = Q[sinh-l(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
mllmin alb
------------------- Ksat Equivalent Values ------------------
hr:min:sec
min b
cm/min
cmfsec(cm/day)
in/hr
ft/da
3200
-
12:18:00 PM
3100
100
12:18:26 PM
00026
0.43
230.77
0,073
1.22E-03
105.0
1.722
3.44
3000
100
12:18:49 PM
00023
0.38
260.87
0,082
1.37E-03
118.7
1.947
3.89
2900
100
12:19:14 PM
00025
0.42
240.00
_ 0.076
1.26E-03
109.2
1,791
3.58
2800
100
12:19:40 PM
00026
0.43
230.77
0.073
1.22E-03
105.0
1.722
3.44
2700
100
12:20:05 PM
0:00:25
0.42
240.00
0.076
1.26E-03
109.2
1.791
3.58
2600
100
12:20:33 PM
00028
0.47
214.29
0.068
1.13E-03
97.5
1.599
3.20
2500
100
12:21:01 PM
0:00*28
0.47
214.29
0.068
1.13E-03
97.5
1.599
3.20
2400
100
12:21:29 PM
0:00:28
0.47
214.29
0.068
1.13E-03
97.5
1.599
3.20
2300
100
12:21:57 PM
00028
0.47
214.29
0.068
1.13E-03
97.5
1.599
3.20
2200
100
12:22:25 PM
0:00:28
0.47
214.29
0.068
1.13E-03
97.5
1.599
3.20
2100
100
12:22:52 PM
0:00:27
0.45
222.22
0.070
1.17E-03
101.1
1.659
3.32
2000
100
12:23:19 PM
00027
0.45
222.22
. 0.0701
1.17E-03
101.1
1.659
3.32
I
Natural Moisture: 10.4%
% Passing #200 : 13.1%
ESTIMATED FIELD KSAT:1
0.072
1.19E-03
103.11
1.6911
3.38
Q§CS Class.: SM
Consistency: Very loose to loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =High
Structure/Fabric: NA
Slope/Landsc: NA
JDepth to Bedrock ...................:. NA
I Precision Permeameteiim

$OI1 tdtIOM �111G,�ft
Cyan .r rmt
Virginia Beach Office
204 Grayson Road
Virginia (leach, 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 Ib. 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 retorted the SPT N-value.
NON COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations)
Relative Density
Very Loose 4 blows/ft. or less
Loose 5 to 10 blows/ft.
Medium Dense 1 I 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 1 to 3 inch diameter
Medium t/r to 1 inch diameter
Fine I/, to I/z inch diameter
Sand
Coarse 2.00 mm to I/, inch
(diameter of pencil lead)
Medium 0.42 to 2.00 mm
(diameter of broom straw)
Fine 0.074 to 0.42 mm
(diameter of human hair)
Silt
0.002 to 0.074 ram
(cannot see particles)
CLASSIFICATION SYMBOLS (ASTM D 2487 and D 2488)
Coarse Grained Soils
Mare than 5Nb 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
5M6 or more passes the No. 200 sieve
CL - Lean Clay
CL-ML - Silty Clay
ML - Silt
OL - Organic Clay/Silt
Liquid Limit 50a. or greater
CH - Fat Clay
MH - Elastic Silt
OH - Organic Clay/Silt
Highly OrOrgamc Soils
PT - Peat
A.
JUN 1 3 2011 I Page 1 of
GET Revision 12112/07
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/h. or more
Relative Proportions
Descriptive Tenn. Perceat
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 Readings
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 waiks, etc.).
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
G0
67
a
Plasticity Chart
MM
111_MEEM■■
3 t0 2n SJ a:; CJ ti0 7:) F.0 80 fl)9
LIQUID LIMIT (LL) (%v)