SW8050817_HISTORICAL FILE_20081218

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. SW8 05 oar
DOC TYPE ' ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
0 COMPLIANCE EVALUATION INSPECTION
DOC DATE 200 & ) Z 16
YYYYMMDD

P,01
TRANSACTION REPORT
DEC-19-2008 FRI
09:32 AM
FOR: NCDENR
910 350 2004
SEND
DATE START RECEIVER
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NOTE
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
FAX COVER STREET
William G. Ross, -fr., Secretary
Dater _ No. Pages (excl. cover): 9
��� ,qy►�-� f xpress Permitting
To: 4*- From: Sandra. Exum
Co:
Phone ( 10) 796-7265
Fax: � � � q 1 rax: (910, 35) 0-2004
Rt::,,p- Lq-1 h" k-, yi-k/ 4*�
Hard Coriv to follow
127 Cardinal Drive Extension, Wilmington, NC 28405 e [phone] • An Equal Opportunity AFlirmative Action Employer

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December 18, 2008
Michael F. Easley, Governor
William G_ Ross Jr., Secretary
North Carolina. Department of Environment and Natural Resources
Commanding Officer c/o Carl Baker, Deputy Public Works Officer
Marine Corps Base, Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Stormwater Permit No. SW8 060817 MOD
P-647 New River MCAS Water Treatment Facility 1 Postal Facility
CC# N62470-02-B-20391 unknown
High Density Project
Onslow County
Dear Mr. Baker:
Coleen H"Sullins Director
Division of Water Quality
:�--The.Wilmington,Regional .Office. received a complete,Stormwater Management•Permit Application,for
It �.�, the modification of P-647 New River MCAS Water Treatment Facility/ Postal Facility on December 10,
rT^l 2008. Staff review of the plans and specifications has determined that' -the project, as proposed, will
,a :..comply with the Stormwater Regulations set forth in Title 15A NCAC'1'2HA000 and Session Law 2008-
4, ;.211, as applicable. We are forwarding Permit No. SW8 050817 dated`December 18, 2008, for the
construction of the subject project.
This permit modification revises Permit No. SW8 050817, issued'onrSbpt6mber:29; 2005, as follows to
include the Postal Facility:
1%, Increases, the drainage area for the Vortechnics Unit from'54:014'sq� ft1o' 78,843 sq ftz
.2., .Increases, the permitted built -upon area -for the Vortechnics Unit from.27,443 sq ft'to•45,738 sq
a. ft.
;; .. Please•add the plans,.approved with this permit modification to the plans, approve d'with'th e September
29, 2005 permit.
This permit shall be,effective from the date of issuance until September 29, 201'5 and'shall be subject
to the conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance requirements in this permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing upon written request within thirty (30) days following receipt of this
permit. This request must be in the form of a written petition, conforming to Chapter 150E of the North
Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer 27447,
Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Christine Nelson, or me at [phone].
Sincerely,
Georgette Scott
Stormwater Supervisor
Surface Water Protection Section
GDS/can: S:IWQSISTORMWATIPERMIT1050817MOD.dec08
cc: C. Allan Bamforth, Jr.Engineer-Surveyor, Ltd
Christine Nelson
Bradley Bennett, DWQ Central Office One
Wilmington Regional Office N,gv�nhCarolina
C'.PntraFlip, l Fil11vaturallJ
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: %vsv_"_%vnc«_:tterqualitygrg Fax [phone]
An Equal Opportunity/Alfirrnative Action Employer — 50% Recycled130% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 050817 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
Commanding General & MCB Camp Lejeune
P-647, New River MCAS Water Treatment Facility / Postal Facility
White Street & Curtis Road, MCAS New River, Onslow County
FOR THE
construction, operation and maintenance of a wet detention pond and a Vortechnics
Unit, currently in the preliminary evaluation period, in compliance with the provisions of
15A NCAC 2H .1000 and Session Law 2008-211, as applicable (hereafter referred to
as the "stormwater rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until September 29, 2015, 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 1.6 and 1.7 on page 3 of this permit. The wet
detention pond has been designed to handle the runoff from 88,370 ftz 9nd the
Vortechnics Unit has been designed to handle the runoff from 45,738 ft of
impervious area. The Vortechnics Unit will require monitoring under the
innovative design guidelines for two full years after construction is complete and
the drainage area is stabilized.
3. The tract will be limited to the amount of built -upon area indicated in Sections 1.6
and 1.7 on page 3 of this permit, and per the approved plans and as listed on the
application. This permit does not provide for any future built -upon area.
4. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
5. The built -upon areas associated with this modification to the project shall be
located at least 50 feet landward of all perennial and intermittent surface waters.
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 050817 MOD
6. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a. Drainage Area, acres:
3.25
Onsite, ft :
141,570
Offsite, ft2:
0
b. Total Impervious Surfaces, ft2:
88,370
C. Design Storm, inches:
1
d. Pond Depth, feet:
3.5
e. TSS removal efficiency:
90%
f. Permanent Pool Elevation, FMSI :
13.62
9. Permanent Pool Surface Areq, ft :
11,442
h. Permitted Storage Volume, ft :
8,680
i. Temporary Storage Elevation, FMSL:
14.27
j. Controlling Orifice:
1.26" O pipe
k. Permanent Pool Volume, ft3
29,848
I. Permitted Forebay Volume, ft3:
10,541
M. Receiving Stream/River Basin:
Stick Creek 1 White Oak
n. Stream Index Number.
19-15
o. Classification of Water Body:
"SC HQW NSW"
7. The following design criteria have been provided in the Vortechnics Unit and
must be maintained at design condition:
a. Drainage Area,, Acres:
1.81
Onsite, ft :
78,843
Offsite, ft2:
0
b. Total Impervious Surfaces, ft2:
45,738
C. Design Storm, inches:
1.5
d. Avg. Annual TSS removal efficiency:
90%
e. Volume to be treated, ft3:
'5,650
f. Specified Vortechnics Model:
Model 4000
g. Size, LxW, ft.:
12 x 6
h. Vortechnics Treatment Capacity, cfs:
4.5-6.0
i. Design Storm Flow, cfs:
1.51
j. Sediment Storage, yd3:
2.4
k. Receiving Stream/River Basin:
Strawhorn Creek 1 White Oak
1. Stream Index Number:
19-13-1
M. Classification of Water Body:
"SC HQW NSW"
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 050817 MOD
3. Decorative spray fountains will be allowed in the wet detention pond, 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 the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in this
pond is 118 horsepower.
4. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater systems function at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
5. 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.
6. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance inspection records for each BMP. The report shall
summarize the inspection dates, results of the inspections, and the maintenance
work performed at each inspection.
7. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
8. 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.
9. 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.
10. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
Page 4of9

State Stormwater Management Systems
Permit No. SW8 050817 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.
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. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
13. 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.
14. 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. MONITORING REQUIREMENTS
1. These monitoring requirements shall be in effect for two years after the project is
completed and the drainage area to the Vortechnics Unit has been stabilized.
2. The Vortechnics Unit shall be monitored. Grab samples shall be obtained at a
point upstream of the Vortechnics Unit and downstream of the Vortechnics Unit
to demonstrate the efficiency of the practice (inflow/outflow). The sample
locations will be DI-4 for inflow and somewhere between the outlet of the
Vortechnics pipe at the unit and the end of the outlet pipe before it enters
surface waters for outflow.
3. Samples shall consist of a grab sample of the first flush inflow and the discharge
outflow. The first flush inflow sample window is within the first 30 minutes of a
discernable inflow from a representative storm event. The discharge outflow
sample window is within the first 30 minutes of discharge from a representative
storm event. Samples must be collected in each quarter of each year of the
permit.
4. Monitoring parameters shall include, at a minimum, the items listed below.
Additional monitoring parameters may be required later to address water quality
issues in the affected area.
a. ' Total Suspended Solids e. Temperature
b. Turbidity f. Conductivity
C. Fecal Coliform g. Dissolved Oxygen
d. pH
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 050817 MOD
5. All samples shall be collected from a representative storm event. A
representative storm event is an event that measures greater than 0.1 inches of
rainfall and that is preceded by at least 72 hours during which no storm event
measuring greater than 0.1 inches has occurred. A single storm event may
contain up to 10 consecutive hours of no precipitation. For example, if it rains for
2 hours without producing any collectible discharge, and then stops, a sample
may be collected if a rain producing discharge begins again within the next 10
hours. The storm event date, total rainfall and duration must be recorded for both
the storm event prior to the sampled event and the sampled event.
6. The permittee shall split samples with the DWQ for at least one sample event
per year. The permittee shall make arrangements with Regional Office staff to
deliver the samples to a certified laboratory of the State's choosing.
7. All sample results shall be submitted to NCDENR within 30 days of receiving the
laboratory results. All submitted data shall reference the project name, location,
and permit number. Results must be submitted to:
NCDENR-DWQ ATTN: Ken Pickle
Stormwater and General Permits Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
A copy of the lab sampling results shall also be submitted to:
NCDENR-DWQ ATTN: Linda Lewis
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405.
8. The permittee may petition DWQ to have monitoring requirements modified,
reduced, or eliminated after 20 valid data points have been submitted for each
BMP. A facility may opt to monitor more frequently than quarterly to generate the
10 required data points from 20 different storms, as long as the data is collected
over the course of at least two full years with samples collected in each season.
Modification shall be determined on a case -by -case basis.
9. The permittee shall collect samples at a selected point upstream of the
Vortechnics Unit and at the piped outlet of the Vortechnics Unit. Upon the
submission of the first laboratory report, the permittee shall submit a plan sheet
marked with the sample locations.
IV. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 050817 MOD
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2008-
211, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
12. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit issued this the 18th day of December 2008.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 050817 MOD
P-647 New River MCAS Water Treatment Facility /Postal Facility
Stormwater Permit No. SW8 050817
CC# N62470-02-B-2039 / unknown
Onslow County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 8of9

State Stormwater Management Systems
Permit No. SW8 050817.MOD
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
.10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
.11. The permitted amounts of surface area and/or volume have been
provided.
.12. Required drawdown devices are correctly sized per the approved plans.
_13. All required design depths are provided.
_14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
.15. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Onslow County Building Inspections
Page 9 of 9

I
Date Received Pee Paid Permit Number
I - Q— 01 - 971F3 (D 4195.0-1t7 ram)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This forrn may be photocopied for use as an original
1. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Commanding Officer, Marine Corps Base, Camp Lejeune
2, Pri.nt Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Carl H. Baker, P.E., Deputy Public Works Officer _
3. Mailing Address for person listed in item 2 above:
Building "1005 Michael Road
City:MCB Camv Le'eune State:NC Zip:28547
Phone: (910 ) 451-2213 Fax: (910 _) 451-2927
Emaii:[e-mail]
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
P-647 New River MCAS Water Treatment Facility / Postal Facility
5. Location of Project (street address):
Curtis Rd. and Bancroft St
City:Cam p Lejeune County:Onslow Zip:28547
6. Directions to project (front nearest major intersection):
Easton Curtis Rd. from Rt. "1.7. Turn right on Bancroft St. one block east of White Street
7. Latitude:34° 43' 434" N Longitude:77° 26' 937"
8. Contact person who can answer questions about the project:
of project
Name:Randy_ Scott Telephone Number: (910 ) 449-5401 _
Email:randy.scott@usmc.m it
II. PERMIT INFORMATION:
1. Specify whether project is (check one): ❑New
❑Renewal ®M"icaLo4, g r
Form SWU-101 Version 09.25.08
Page 1 of 4

i i.
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number SW8 050817 and its issue date (if known)September 29,�2005
3. Specify the type of project (check one):
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SMP ❑Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control 0404/401 Permit ❑NPDES Industrial Stormwater
Ill. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Drainage Area 1 wilI be conveved to a proposed water Quality pond, which is designed to release 1" of runoff
from 2-5 days. Drainge Area 2 wiIl be treated by a Vortechics device for the first]" and will be discharged to an
existing stormwater pipe system. T T
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Property Area: 5.06 acres 4. Total Coastal Wetlands Area:-N/ A acres
5. Total Property Area (3) - Total Coastal Wetlands Area (4) = Total Project Area**: 5.06 acres
6. (TotaI Impervious Area / Total Project Area) X 100 = Project Built Upon Area (BUA): 60.2 %
7. How many drainage areas does the project have? 2
8. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the sarne format as below.
For high density proiects, complete the table with one drainage area for each engineered stormwater device.
Basin Information
Drainage Area 1
Diamage Area 2
Receiving Stream Name
Stick Creek
Sfawhorn$Creek
Stream Class &Index No.
SC; HQW; NSW
SC; HQW; NSW
Total Drainage Area (sf)
141,570 (3 .a��
78,843
On -site Drainage Area (so
141,570
78,843
Off -site Drainage Area (so
0.00
0.00
Existing Impervious* Area (so
54,547
14,375 ,.1
Proposed Impervious*Area (so
33,823
31363
% Impervious* Area (total)
62.4
58
Impervious:Srirface Area ._; .,,
_.
Drariia e Area 1
g ,
Drainage?Area 2'
On -site Buildings (sf)
7,388
8,312
On -site Streets (so
6,098
9,577.
On -site Parking (sf)
20,337
12,048
On -site Sidewalks (so
0.00
927
Other on -site (sf)
13,447
1,024
Off -site (sf)
41,100
13,850
Total (so:
88,370
45,738
4dV.
* Impervious area is defined as the built upon area including, but trot limited to, buildings, roaA., arkMg•areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 09.25.08 Page 2 of
DWQ

"Total project area shall be calculated to exclude Coastal Wetlands from use when calculating the built upon area
percentage calculation. This is the area used to calculate overall percent project built upon area (BLIA).
9. How was the off -site impervious area Listed above derived? N/A
Projects in Union County: Contact the DPVQ Central Office staff to check to see if you project is located
within a Threatened & Endangered .Species watershed that may he subject to more stringent storrnwater
requirements.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following property restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
Forms can be downloaded from htt h2o_enr.state.nc.us su bm forms.htm - deed restrictions.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded property restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the NC DWQ, and that they will be recorded prior to
the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater Permitting Unit at [phone] for the status and
availability of these forms. Forms can be downloaded from http://112o.enr.state.nc.us/su/bmp forrns.htm.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401.-13ioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401.-Permeable Pavement
Form SW401-Cistern
Form SWU-101 Version 09.25,08
Low Density Supplement
Cu:t'.? Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Cistern Supplement
,�y
t^ :i l.a'srir 9 1✓iiiJ ir:a.s
Page 3 of 4 C;".'

VI. SUBMITTAL REQUIREMENTS
o"
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at littp.://h2o.enr.state.ne.us/su/insi—inal)s.htni)
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form r0&
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if K/a.
required as per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP K
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD)
payable -to NCDENR nez "31
• Calculations & detailed narrative description of stormwater treatment/management Ca /3
• Copy of any applicable soils report
• Two copies of plans and specifications (scaled, signed & dated), including: Cd/3
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf (such as additional information requests), please complete this section. (ex. designing engineer or firm)
Designated agent (individual or firm):C. Allan BamforthJr.,Engineer-Surveyor, Ltd.
Mailing Address:2207 Hampton Boulevard
City:Norfolk State:VA Zip:23517
Phone: [phone]
[e-mail]
Vill. APPLICANT'S CERTIFICATION
Fax: (757 ) 625-7434
1, (print or type name of person listed in General Information, item 2) Carl Baker, Deputy Public Works Officer
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project wilt be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be,rec rde , and that the proposed project complies with the requirements of 15A
NCAC 2H .1006, /
Signature: Dater.4 U.
Wl-
Farm SWU-101 Version 09.25.08 Page 4 0€4

Pen -nit No.sl (��
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
s,rORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan. Review:
A complete stormwater management plan submittal includes an application fonn, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: MCAS New Raver Water 'Treatment Facilit
Contact Person: PANID M. 1iE1ER
Phone Number: k91232=,021
For projects with multiple basins, spec;ify
which basin this worksheet applies to: N/A
elevations
Basin Bottom Elevation
10.12
ft.
(floor of the basin)
Permanent Pool Elevation
13.62
It.
(elevation of the orifice)
Temporary Pool Elevation
-DTI
ft.
(elevation: of the discharge structure overflow)
(4. Z7
;4CLC'�fi
areas
Permanent Pool Surface Area
11,442
sq. ft.
(water surface area at the orifice elevation)
Drainage Area
_ 3.25
ac.
(on -.site and off -site drainage to the basin)
Impervious Area
_ Z._Q3 ae,
(on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume
29,848
cu. ft.
(combined volume of main basin and forebay)
Temporary fool Volume
8,680
cu. ft.
(volume detained above the permanent pool)
forebay Volume
10,541
cu. ft.
(approximately 20% of total volume)
Other parameters
SA/DA1
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
1.26 in.
I _ in.
90 %
(surface area to drainage area ratio from DWQ table)
(2 to 5 day temporary pool draw -down required)
(rninimurn 85% required)
Form SWU-102 Rev 3.99 Page I of 4

Ir .
Footnotes:
When using the Division SA/DA tables, the correct SAIDA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct -value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
docmnentation is attached, If the applicant has designated an agent in the Stor umater Management Permit
Application Form, the agent may.initial below. If a requirement has not been met, attach justification.
Applicants Initials
12 iyi H a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
M 4 b. The forebay volume is approximately equal to 20% of the basin volume.
�n4 c. The temporary pool controls runoff from the design storm event.
DWd. The temporary pool draws down in 2 to 5 days.
N/A e. If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive now
calculations)
f. The basin length to width ratio is greater than 3:1.
}-� g. The basin side slopes above the pennanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
J. A trash rack or similar device is provided for both the overflow and orifice.
N/A k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
I. if the basin is used for sediment and erosion control during construction, cleati out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (cheek one) 0 does XXdoes not incorporate a vegetated filter at the outlet.
This system, (cheek one) 0 does yffkdoes not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days'as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maxinium height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into �accumulated sediments.
When the permanent pool depth reads jQL(g. feet in the main pond, the sediment shall be removed.
When the permanent pools reads d-C of feet in the forebay, the sediment shall be removed.
Sediment ken oval El. 10. 62-
Botto111 EII anon 10. 12
FOIMBAY
BASIN DIACRA 1
ill in the blanks)
Permanent Pool Elevation : L 3.62
-----Sediment Removal Elevation__J10.;62 --__ 75%
Bottom Elevation
MAIN POND
10...12 ♦25%
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. if the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of4

Aa d 1. 2005 9:19AM No-9797 V 9
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that 1 am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: LArry Readal,_ Commander, US Navy _
i7-2521
Note: She legally responsible party should not be a homeowners association unless more than 50°/o of the lots have been sold and a
resident of the subdivision has been named the president.
e
a Notary Public for the State of
County of do hereby certify that Z911V . /c 'Zev
personally appeared before me this - /14 day of of , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires ��r
Form SWU-102 Rev 3.99 Page 4 of 4

VcvI-TC—Ct{ S UQtT MUOEL 4cw Sw8 050af l
OPERATION
The Vortechs Stormwater Treatment System is a hydrodynamic separator designed to
enhance gravitational separation of floating and settling materials from stormwater
flows. Stormwater flows enter the unit tangentially to the grit chamber, which promotes a
gentle swirling motion., As polluted water circles within the grit chamber, pollutants
migrate toward the center of the unit where velocities are the lowest. The majority of
settlable solids are left behind as stormwater exits the grit chamber through two
apertures on the perimeter of the chamber. Next, buoyant debris and oil and grease are
separated from water flowing under the baffle wall due to their relatively low specific
gravity. As stormwater exits the System through the flow control wall and ultimately
through the outlet pipe, it is relatively free of floating and settling pollutants.
Over time a conical pile tends to accumulate in the center of the unit containing
sediment and associated metals, nutrients, hydrocarbons and other pollutants. Floating
debris and oil and grease form a floating layer trapped in front of the baffle wall.
Accumulation of these pollutants can easily be assessed through access manholes over
each chamber. Maintenance is typically performed through the manhole,over the grit
chamber.
MAINTENANCE
The Vortechs System should be inspected at regular intervals and maintained when
necessary to ensure optimum performance. The rate at which the System collects
pollutants will depend more heavily on site activities than the size of the unit, e.g.,
unstable soils or heavy winter sanding will cause the grit chamber to fill more quickly but
regular sweeping will slow accumulation.
INSPECTION
Inspection is the key to effective maintenance and is easily performed. Vortechnics
recommends ongoing quarterly inspections of the accumulated sediment. Pollutant
deposition and transport may vary from year to year and quarterly inspections will help
insure that Systems are cleaned out at the appropriate time. Inspections should be
performed more often in the winter, months in climates where sanding operations may
lead to rapid accumulations, or in equipment washdown areas. It is very useful to keep a
record of each inspection. A simple form for doing so is attached herewith.
The Vortechs System should be cleaned when inspection reveals that the sediment
depth has accumulated to within six inches of the dry -weather water surface elevation.
This determination can be made by taking 2 measurements with a stadia rod or similar
measuring device; one measurement from the manhole opening to the top of the
sediment pile and the other from the manhole opening to the water surface. The System
should be cleaned out if the difference between the two measurements is six inches or
less. Note: To avoid underestimating the volume of sediment in the chamber, the
measuring device must, be lowered to the fop of the sediment pile carefully. Finer, silty
particles at the top of the pile typically offer less resistance to the end of the rod than
larger particles toward the bottom of the pile,

. . N
CLEANING
Maintaining the Vortechs System is easiest when there is no flow entering the System. For
this reason, it is a good idea to schedule the cleanout during dry weather. Cleanout of
the Vortechs System with a vacuum truck is generally the most effective and convenient
method of excavating pollutants from the System. If such a truck is not available, a
"clanisheil" grab may be used, but it is difficult to remove all accumulated pollutants
with such devices.
In Vortechs installations where the risk of large petroleum spills is small, liquid
contaminants may not accumulate as quickly as sediment. However, an oil or gasoline
spill should be cleaned out immediately. Motor oil and other hydrocarbons that
accumulate on a more routine basis should be removed when an appreciable layer has
been captured. To remove these pollutants, it may be preferable to use adsorbent pads
since they are usually cheaper to dispose of than the oil water emulsion that may be
created by vacuuming the oily layer. Trash can be netted out if you wish to separate it
from the other pollutants.
Accumulated sediment is typically evacuated through the manhole over the grit
chamber. Simply remove the cover and insert the vacuum hose into the grit chamber.
As water is evacuated, the water level outside of the grit chamber will drop to the some
level as the crest of the lower aperture of the grit chamber. It will not drop below this
level due to the fact that the bottom and sides of the grit chamber are sealed to the
tank floor and walls. This "Water Lock" -feature prevents water from migrating into the grit
chamber, exposing the bottom of the baffle wall. Floating pollutants will decant into the
grit chamber as the water level there is drawn down. This allows most floating material to
be withdrawn from the same access point above the grit chamber.
If maintenance is not performed as recommended, sediment may accumulate outside
the grit chamber. If this is the case, it may be necessary to pump out all chambers. It is a
good idea to check for accumulation in all chambers during each maintenance event
to prevent sediment build up there.
Manhole covers should be securely seated following cleaning activities, to ensure that
surface runoff does not leak into the unit from above.

w
Construct New Post Office
MCAS New River
Camp Lejeune, North Carolina
Stormwater Management
The project site is located in the southwest quadrant of the intersection of Curtis Road
and Bancroft Street within the Camp Lejeune military installation MCAS New River,
North Carolina.
The proposed project is a single -story Post Office Facility and associated parking area
and sidewalks. The structure will have a foot print area of approximately 4,500 square
feet. The project site is 0.84 acres. The total impervious area for the site is 0.41 acres or
48%. The receiving stream for this project is the New River in the White Oak River
Basin, Stream Class SC.
A portion of the project site is included in the drainage area for existing Stormwater
Permit No. SW8 050817 that was approved for the P-647 New River MCAS Water
Treatment Facility. This Permit was approved in a letter dated September 29, 2005. A
portion of the site overlaps the Permit's Drainage Area 2 to the Vortechs unit and adds
additional area.
Existing Conditions
The existing site consists of open sand and/or grass covered area with isolated areas of
minimal surface demolition debris. At one time the existing site had building and
pavement areas totaling 0.46 acres, some of which have been removed (see attached P-
647 New River MCAS Water Treatment Facility, demolition site plan CD102). The site
is relatively level with less than I -foot change in elevation in 50 feet. All land disturbing
activity will take place on site within the limits of the project. The proposed site does not
have any Buffer requirements and is not located within a Buffer.
Stormwater Information
The existing site has an underground storm piping system. A portion of the proposed
stonnwater will drain by swales to an existing ditch along Bancroft Street. The remaining
stormwater will drain to the existing stormwater system through a series of pipes and
catch basins and into a Vortechs unit. The existing Vortechs unit is a model 4000 with a
design system capacity of between 4.5 — 6.0 cfs. The area draining to the unit includes
the existing drainage area with the addition of our site for a total area of 1.81 acres at
58% impervious. The design storm is 1.5 inches. The total calculated flow to the
Vortechs system for the design storm is 1.51 cfs, which is below 4.5 cfs. A bypass
system is required around the unit so that it does not exceed maximum capacity during
large rainfall events. An orifice was sized in the bypass structure to limit the flow to the
Vortech unit to 4.5 cfs. An overflow weir is also provided in the structure, the weir
pECEIVE
DEC 10 2008
DwO
PROD #

height was set for the design flow of 4.5 efs with a safety factor of 2. There is no off -site
drainage onto the site and all built upon area will be collected. Road construction across
other property will not be necessary to access the site.

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W�rl �oonluxcw wmrou"rMUM.lw rlu[v rn •f1s1n uf[avrl

NEW POST OFFICE
MCAS, NEW RIVER
CAMP LEJEUNE, NORTH CAROLINA
VICINITY MAP
ECEIVE
DEC 10 2008
D
DWO
PROJ #

PREFFNAL SPLCFICATIONS
CONSTRUCT NEW POST OFFICE
MARINE CORPS AIR STATION
NEW RIVER, NORTH CAROLINA
AIE Contract No. 04-5031
El"rojects Work Order No. 793683
E C E I V E D
DEC 10 2008
DWQ
PROJ #
C. ALLAN BAMFOR`I"H, JR.,
ENGINEER -SURVEYOR, LTD.
NORI{OLK, VIRGINIA
October 2008
� tLL�11i � i Irt�iL/r�1i r r r r
Q
6 AL
�-'302

Construct Postal Facility
07082
SECTION 01 57 13.00 22
EROSION AND SEDIMENT CONTROL
07/06
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 (2001) Bursting Strength of Textiles -
Constant -Rate -of -Traverse (CRT), Ball
Burst Test
ASTM D 4533 (1991; R 1996) Trapezoid Tearing Strength
of Geotextiles
ASTM D 4632 (1991; R 2003) Grab Breaking Load and
Elongation of Geotextiles
NORTH CAROLINA SEDIMENT CONTROL COMMISSION (NCSCC)
NCSCC ESCM (1993; revised 2006) 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, al E C E f V E
I
SECTION 01 57 13.00 22 Page 1 DEC 10 2008
DWQ
PROJ # �

Construct Postal Facility 07082
minimum of 10 days prior to start of construction. The work schedule shall
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, using hardware cloth and gravel.
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 #1/ASTM D 4632) 180 pounds
b. Minimum Puncture (TF 25 #4/ASTM D 37B7) 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

Construct Postal Facility 07082
2.4 DUST SUPPRESSORS
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. Install
principal sediment basins and traps before any major site grading takes
place. Provide additional sediment/silt fences as grading progresses.
Provide inlet and outlet protection around existing drainage structures,
and inlet and outlet protection at the ends of new drainage systems.
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 16 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 stakes evenly spaced around the perimeter of the inlet, a maximum of
3 feet apart. Stakes shall be driven immediately adjacent to the drainage
structure, a minimum of 18 inches into the ground. The fabric shall be
securely fastened to the outside of the stakes, with the bottom of the
fabric placed into a trench and backfilled.
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.
SECTION 01 57 13.00 22 Page 3

Construct Postal Facility
07082
3.5 DUST SUPPRESSORS
Immediately dampen the surface before calcium chloride application. Apply
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 is 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 6.10 and 6.14.
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
SECTION 01 57 13.00 22 Page 4

Construct Postal Facility 07082
underneath the devices. Maintain erosion control devices to assure
continued performance of their intended function. Modify the erosion
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 --
SECTION O1 57 13.00 22 Page 5

Construct Postal Facility
07082
SECTION 31 23 00,00 20
EXCAVATION AND FILL
04/06
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.
AMERICAN WATER WORKS ASSOCIATION (AWWA)
AWWA C600 (2005) Installation of Ductile -Iron Water
Mains and Their Appurtenances
ASTM INTERNATIONAL (ASTM)
ASTM C 136 (2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C 33
(2003) Standard Specification for Concrete
Aggregates
ASTM D 1140
(2000; R 2006) Amount of Material in Soils
Finer than the No. 200 (75-micrometer)
Sieve
ASTM D 1556
(2007) Density and Unit weight of Soil in
Place by the Sand -Cone Method
ASTM D 1557
(2007) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D 2321
(2005) Standard Practice for Underground
Installation of Thermoplastic Pipe for
Sewers and Other Gravity -Flow Applications
ASTM D 2487
(2006) Soils for Engineering Purposes
(Unified Soil Classification System)
ASTM D 2922
(2005) Density of Soil and Soil -Aggregate
in Place by Nuclear Methods (Shallow Depth)
ASTM D 3017
(2005) water Content of Soil and Rock in
Place by Nuclear Methods (Shallow Depth)
ASTM D 4318
(2005) Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
ASTM D 698
(2007el) Laboratory Compaction
C E V E D
Characteristics of Soil Using Standard
Effort (12,400 ft-lbf/cu. ft. (600
DEC 1 a 2C3$
kN-m/cu. m.) )
CM
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U.S. ARMY CORPS OF ENGINEERS (USACE)
EM 365-1-1 (2003) Safety -- Safety and Health
Requirements
1.2 DEFINITIONS
1.2.1 Capillary water Barrier
A layer of clean, poorly graded crushed rock, stone, or natural sand or
gravel having a high porosity which is placed beneath a building slab with
or without a vapor harrier to cut off the capillary flow of pore water to
the area immediately below a slab.
1.2.2 Degree of Compaction
Degree of compaction is expressed as a percentage of the maximum density
obtained by the test procedure presented in ASTM D 1557, for general soil
types, abbreviated as percent laboratory maximum density.
1.2.3 Hard Materials
Weathered rock, dense consolidated deposits, or conglomerate materials
which are not included in the definition of "rock" but which usually
require the use of heavy excavation equipment, ripper teeth, or jack
hammers for removal.
1.3 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. The following shall be submitted in accordance with Section
O1 33 00 SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Dewatering work plan
Submit 15 days prior to starting work.
SD-06 Test Reports
Borrow Site Testing; G
Fill and backfill test
Porous fill test for capillary water barrier
Density tests
Copies of all laboratory and field test reports within 24 hours of the
completion of the test.
1.4 DELIVERY, STORAGE, AND HANDLING
Perform in a manner to prevent contamination or segregation of materials.
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1.5 CRITERIA FOR BIDDING
Base bids on the following criteria:
a. Surface elevations are as indicated.
b. Pipes or other artificial obstructions, except those indicated,
will not be encountered.
C. Ground water elevations indicated by the boring log were those
existing at the time subsurface investigations were made and do
not necessarily represent ground water elevation at the time of
construction.
e. Material character is indicated by the boring logs.
f. Hard materials will not be encountered .
g. Borrow material in the quantities required is not available on
Government property.
h. Blasting will not be permitted. Remove material in an approved
manner.
1.6 REQUIREMENT$ FOR OFF SITE SOIL
Soils brought in from off site for use as backfill shall be tested as
indicated below and not brought on site until Borrow Site Testingreports
have been approved by the Contracting Officer.
Do not furnish or transport soils onto the MCB Camp Lejeune when such act
would violate the Comprehensive Environmental Response Compensation and
Liability Act (CERCLA) or the General Statutes of North Carolina.
Provide certification that all soil furnished under the contract contains
no petroleum or hazardous or toxic materials as defined in DoD Instruction
4715.6, which implements 10 U.S.C. 2692. The following methods shall be
used to determine if soil meets this standard:
If the total amount of soil to be brought onto the MCB Camp Lejeune for a
single contract is less than 200 cubic yards, certify the soil meets the
standard by inspecting for "Apparent Contamination" (visual or other
indications of contamination including abnormal or unnatural color,
chemical or petroleum odors, or,saturation with a chemical or petroleum).
Soil which is contaminated, as determined by inspecting for "Apparent
Contamination", shall not be utilized on the MCB Camp Lejeune or outlying
fields.
If the total amount of soil to be brought onto the MCB Camp Lejeune for a
single contract is greater than 200 cubic yards, provide certification that
the soil meets the standard by analytical testing performed by a laboratory
holding current certification from the North Carolina Department of
Environment and Natural Resources, Division of water Quality. Collect one
representative sample of the soil to be used for each 200 cubic yards or
fraction thereof, and analyze for Gasoline Range Organics, Diesel Range
Organics, oil and Grease, and 8 RCRA Metals (Totals). If any of the test
results are greater than the Method Detection Limits for petroleum, the
soil from which the sample was taken shall not be certified as meeting the
standard. If any test results are greater than the following North
Carolina soil -to -groundwater target concentrations for the 8 RC�iA rmerals f V E
U � 1 �srs
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the soil from which the sample was taken shall not be certified as meeting
the standard. All units are mg/kg (ppm); Arsenic 26.2; Barium 846; Cadmium
2.72; Chromium 27.2; Lead 274.06; Mercury 0.0154; Selenium 12.2; and Silver
0.223.
1.7 QUALITY ASSURANCE
1.7.1 Dewatering Work Plan
Submit procedures for accomplishing dewatering work.
1.7.2 Utilities
Movement of construction machinery and equipment over pipes and utilities
during construction shall be at the Contractor's risk. Excavation made
with power -driven equipment is not permitted within two feet of known
Government -owned utility or subsurface construction. For work immediately
adjacent to or for excavations exposing a utility or other buried
obstruction, excavate by hand. Start hand excavation on each side of the
indicated obstruction and continue until the obstruction is uncovered or
until clearance for the new grade is assured. Support uncovered lines or
other existing work affected by the contract excavation until approval for
backfill is granted by the Contracting Officer. Report damage to utility
lines or subsurface construction immediately to the Contracting Officer.
PART 2 PRODUCTS
2.1 SOIL MATERIALS
2.1.1 Satisfactory Materials
Any materials classified by ASTM D 2487 as GW, GP, GM, GP -GM, GW-GM, GC,
GP -GC, GM -GC, SW, SP, SM,SP-SM, free of debris, roots, wood, scrap
material, vegetation, refuse, soft unsound particles, and frozen,
deleterious, or objectionable materials. Unless specified otherwise, the
maximum particle diameter shall be one-half the lift thickness at the
intended location.
2.1.2 Unsatisfactory Materials
Materials which do not comply with the requirements for satisfactory
materials. Unsatisfactory materials also include man-made fills, trash,
refuse, or backfills from previous construction. Unsatisfactory material
also includes material classified as satisfactory which contains root and
other organic matter, frozen material, and stones larger than 2 inches.
The Contracting Officer shall be notified of any contaminated materials.
2.1.3 Common Fill
Approved, unclassified soil material with the characteristics required to
compact to the soil density specified for the intended location.
2.1.4 Backfill and Fill Material
ASTM D 2487, classification GW, GP, SW, SP, SM with a ASTM D 4318 liquid
limit less then 20, ASTM D 4318 plastic limit less than 6; percent by
weight passing ASTM D 1140, No. 200 sieve less than 20; and free of rubble,
organics, clay, debris, and other unsuitable material.
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2.1.5 Topsoil
Natural, friable soil representative of productive, well -drained soils in
the area, free of subsoil, stumps, rocks larger than one inch diameter,
brush, weeds, toxic substances, and other material detrimental to plant
growth,. Amend topsoil pH range to obtain a pH of 5.5 to 7.
2.2 POROUS FILL FOR CAPILLARY WATER BARRIER
ASTM C 33 fine aggregate grading with a maximum of 5 percent by weight
passing ASTM D 1140, No. 200 sieve, or coarse aggregate Size 57, 67, or 77
and conforming to the general soil material requirements specified in
paragraph entitled "Satisfactory Materials."
2.3 UTILITY BEDDING MATERIAL
Except as specified otherwise in the individual piping section, provide
bedding for buried piping in accordance with AWWA C600, Type 4, except as
specified herein. Backfill to top of pipe shall be compacted to 95 percent
of ASTM D 1557 maximum density. Plastic piping shall have bedding to
spring line of pipe. Provide ASTM D 2321 materials as follows:
a. Class I: Angular, 0.25 to 1.5 inches, graded stone, including a
number of fill materials that have regional significance such as
coral, slag, cinders, crushed stone, and crushed shells.
b. Class II: Coarse sands and gravels with maximum particle size of
1.5 inches, including various graded sands and gravels containing
small percentages of fines, generally granular and noncohesive,
either wet or dry. Soil Types GW, GP, SW, and SP are included in
this class as specified in ASTM D 2487.
2.4 BORROW
Obtain borrow materials required in excess of those furnished from
excavations from sources outside of Government property.
2.5 BURIED WARNING AND IDENTIFICATION TAPE
Polyethylene plastic warning tape manufactured specifically for warning and
identification of buried utility lines. Provide tape on rolls, 3 inch
minimum width, color coded as specified below for the intended utility with
warning and identification imprinted in bold black letters continuously
over the entire tape length. warning and identification to read,
"CAUTION, BURIED (intended service) LINE BELOW' or similar wording. Color
and printing shall be permanent, unaffected by moisture or soil.
Warning Tape Color Codes
Yellow:
Electric
Yellow:
Gas, Oil; Dangerous Materials
Orange:
Telephone and other
Communications
Blue:
Water Systems
Green:
Sewer Systems
White:
Steam Systems
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2.5.1 Warning Tape
Acid and alkali -resistant polyethylene plastic tape conforming to the
width, color, and printing requirements specified above. Minimum thickness
of tape shall be 0.003 inch. Tape shall have a minimum strength of 1500 psi
lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.
2.6 DETECTION WIRE FOR NON-METALLIC PIPING
Detection wire shall be insulated single strand, solid copper with a
minimum of 12 AWG.
PART 3 EXECUTION
3.1 PROTECTION
3.1.1 Shoring and Sheeting
Provide shoring sheeting where necessary. In addition to Section 25 A and
B of EM 385-1-1, include provisions in the shoring and sheeting plan that
will accomplish the following:
a. Prevent undermining of pavements, foundations and slabs.
b. Prevent slippage or movement in banks or slopes adjacent to the
excavation.
3.1.2 Drainage and Dewatering
Provide for the collection and disposal of surface and subsurface water
encountered during construction.
3.1.2.1 Drainage
So that construction operations progress successfully, completely drain
construction site during periods of construction to keep soil materials
sufficiently dry. The Contractor shall establish/construct storm drainage
features at the earliest stages of site development, and throughout
construction grade the construction area to provide positive surface water
runoff away from the construction activity and/or provide temporary
ditches, swales, and other drainage features and equipment as required to
maintain dry soils, prevent erosion and undermining of: foundations. When
unsuitable working platforms for equipment operation and unsuitable soil
support for subsequent construction features develop, remove unsuitable
material and provide new soil material as specified herein. It is the
responsibility of the Contractor to assess the soil and ground water
conditions presented by the plans and specifications and to employ
necessary measures to permit construction to proceed. Excavated slopes and
backfill surfaces shall be protected to prevent erosion and sloughing.
Excavation shall be performed so that the site, the area immediately
surrounding the site, and the area affecting operations at the site shall
be continually and effectively drained.
3.1.2.2 Dewatering
Groundwater flowing toward or into excavations shall be controlled to
prevent sloughing of excavation slopes and walls, boils, uplift and heave
in the excavation and to eliminate interference with orderly progress of
construction. French drains, sumps, ditches or trenches will not be
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permitted within 3 feet of the foundation of any structure, except with
specific written approval, and after specific contractual provisions for
restoration of the foundation area have been made. Control measures shall
be taken by the time the excavation reaches the water level in order to
maintain the integrity of the in situ material. while the excavation is
open, the water level shall be maintained continuously, at least I foo
below the working level.
Operate dewatering system continuously until construction work below
existing water levels is complete.
3.1.3 Underground Utilities
Location of the existing utilities indicated is approximate. The
Contractor shall physically verify the location and elevation of the
existing utilities indicated prior to starting construction. The
Contractor shall scan the construction site with electromagnetic and sonic
equipment and mark the surface of the ground where existing underground
utilities are discovered.
3.1.4 Machinery and Equipment
Movement of construction machinery and equipment over pipes during
construction shall be at the Contractor's risk. Repair, or remove and
provide new pipe for existing or newly installed pipe that has been
displaced or damaged.
3.2 SURFACE PREPARATION
3.2.1 Clearing and Grubbing
unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and
vegetation and other items that would interfere with construction
operations within the clearing limits. Remove stumps entirely. Grub out
matted roots and roots over 2 inches in diameter to at least 18 inches
below existing surface.
3.2.2 Stripping
Strip suitable soil for topsoil to a minimum depth of 18 inches in building
and pavement areas without contamination by subsoil material from the site
where excavation or grading is indicated and stockpile separately from
other excavated material. Extend stripping and unsuitable soil removal at
least 5 feet beyond new building and pavement lines. Refer to boring logs
and geotechnical information. Satisfactory material unsuitable for use as
topsoil shall be stockpiled and used for backfilling. Locate topsoil so
that the material can be used readily for the finished grading. where
sufficient existing topsoil conforming to the material requirements is not
available on site, provide borrow materials suitable for use as topsoil.
Protect topsoil and keep in segregated piles until needed.
3.2.3 Unsuitable Material
Remove vegetation, debris, decayed vegetable matter, sod, mulch, and
rubbish underneath paved areas or concrete slabs.
3.3 EXCAVATION
Excavate to contours, elevation, and dimensions indicated
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materials that meet the specified requirements for the material type
required at the intended location. Keep excavations free from water.
Excavate soil disturbed or weakened by Contractor's operations, soils
softened or made unsuitable for subsequent construction due to exposure to
weather. Excavations below indicated depths will not be permitted except
to remove unsatisfactory material. Unsatisfactory material encountered
below the grades shown shall be removed as directed. Refill with backfill
and fill material and compact to 95 percent of ASTM D 1557 maximum density.
Unless specified otherwise, refill excavations cut below indicated depth
with backfill and fill material and compact to 95 percent of ASTM D 1557
maximum density. Satisfactory material removed below the depths indicated,
without specific direction of the Contracting Officer, shall be replaced
with satisfactory materials to the indicated excavation grade; except as
specified for spread footings. Determination of elevations and
measurements of approved overdepth excavation of unsatisfactory material
below grades indicated shall be done under the direction of the Contracting
Officer.
3.3.1 Structures With Spread Footings
Ensure that footing subgrades have been inspected and approved by the
Contracting Officer prior to concrete placement. Fill over excavations
with concrete during foundation placement.
3.3.2 Pipe Trenches
Excavate to the dimension indicated. Grade bottom of trenches to provide
uniform support for each section of pipe after pipe bedding placement.
Tamp if necessary to provide a firm pipe bed. Recesses shall be excavated
to accommodate bells and joints so that pipe will be uniformly supported
for the entire length.
3.3.3 Excavated Materials
satisfactory excavated material required for fill or backfill shall be
placed in the proper section of the permanent work required or shall be
separately stockpiled if it cannot be readily placed. Satisfactory material
in excess of that required for the permanent work and all unsatisfactory_
material shall be disposed of as specified in Paragraph "DISPOSITION OF
SURPLUS MATERIAL."
3.3.4 Final Grade of Surfaces to Support Concrete
Excavation to final grade shall not be made until just before concrete is
to be placed. 3.4 SUSGRADE PREPARATION
Unsatisfactory material in surfaces to receive fill or in excavated areas
shall be removed and replaced with satisfactory materials as directed by
the Contracting Officer. The surface shall be scarified to a depth of 6
inches before the fill is started. Sloped surfaces steeper than 1 vertical
to 4 horizontal shall be plowed, stepped, benched, or broken up so that the
fill material will bond with the existing material. When subgrades are
less than the specified density, the ground surface shall be broken up to a
minimum depth of 6 inches, pulverized, and compacted to the specified
density. when .the subgrade is part fill and part excavation or natural
ground, the excavated or natural ground portion shall be scarified to a
depth of 12 inches and compacted as specified for the adjacent fill.
Material shall not be placed on surfaces that are muddy, frozen, or contain
frost. Compaction shall be accomplished by sheepsfoot rollers,
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pneumatic -tired rollers, steel -wheeled rollers, or other approved equipment
well suited to the soil being compacted. Material shall be moistened or
aerated as necessary to plus or minus 2 percent of optimum moisture.
Minimum subgrade density shall be as specified herein.
3.4.1 Proof Rolling
Proof rolling shall be done on an exposed subgrade free of surface water
(wet conditions resulting from rainfall) which would promote degradation of
an otherwise acceptable subgrade. After stripping, proof roll the existing
subgrade of the building and paved areas with six passes of a 7 to 10 ton,
pneumatic -tired roller or a dump truck loaded with 6 cubic yards of soil.
Operate the roller or truck in a systematic manner to ensure the number of
passes over all areas, and at speeds between 2 1/2 to 3 1/2 miles per hour.
When proof rolling under buildings, the building subgrade shall be
considered to extend 5 feet beyond the building lines, and one-half of the
passes made with the roller shall be in a direction perpendicular to the
other passes. Notify the Contracting Officer a minimum of 3 days prior to
proof rolling. Proof rolling shall be performed in the presence of the
Contracting Officer. Rutting or pumping of material shall be undercut as
directed by the Contracting Officer and replaced with fill and backfill
material..
3.5 FILLING AND BACKFILLING
Fill and backfill to contours, elevations, and dimensions indicated.
Compact each lift before placing overlaying lift.
3.5.1 Common Fill Placement
Provide for general site. Use satisfactory materials. Place in 10 inch
lifts. Compact areas not accessible to rollers or'compactors with
mechanical hand tampers. Aerate material excessively moistened by rain to
a satisfactory moisture content. Finish to a smooth surface by blading,
rolling with a smooth roller, or both.
3.5.2 Backfill and Fill Material Placement
Provide for paved areas, utility trenches, and under concrete slabs. Place
in 10 inch lifts. Do not place over wet or frozen areas. Place backfill
material adjacent to structures as the structural elements are completed
and accepted. Backfill against concrete only when approved. Place and
compact material to avoid loading upon or against the structure.
3.5.3 Backfill and Fill Material Placement Over Pipes and at Walls
Backfilling shall not begin until construction below finish grade has been
approved, underground utilities systems have been inspected, tested and
approved, forms removed, and the excavation cleaned of trash and debris.
Backfill shall be brought to indicated finish grade. Heavy equipment for
spreading and compacting backfill shall not be operated closer to
foundation or retaining walls than a distance equal to the height of
backfill above the top of footing; the area remaining shall be compacted in
layers not more than 4 inches in compacted thickness with power -driven
hand tampers suitable for the material being compacted. Backfill shall be
placed carefully around pipes or tanks to avoid damage to coatings,
wrappings, or tanks. Backfill shall not be placed against foundation walls
prior to 7 days after completion of the walls. As far as practicable,
backfill shall be brought up evenly on each side of the wall and sloped`to�
` L
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drain away from the wall.
3.5.4 Porous Fill Placement
Provide under floor and area -way slabs on a compacted subgrade. Place in 4
inch lifts with a minimum of two passes of a hand -operated plate -type
vibratory compactor.
3.5.5 Trench Backfilling
Backfill as rapidly as construction, testing, and acceptance of work
permits. Place and compact backfill under structures and paved areas in 10
inch lifts to top of trench and in 10 inch lifts to one foot over pipe
outside structures and paved areas. Place backfill in 4 to 6 inch lifts
when hand compaction is used.
3.6 BORROW
Where satisfactory materials are not available in sufficient quantity from
required excavations, approved borrow materials shall be obtained as
specified herein.
3.7 BURIED WARNING AND IDENTIFICATION TAPE
Provide buried utility lines with utility identification tape. Bury tape
12 inches below finished grade; under pavements and slabs, bury tape 6
inches below top of subgrade.
3.8 BURIED DETECTION WIRE
Bury detection wire directly above non-metallic piping at a distance not to
exceed 12 inches above the top of pipe. The wire shall extend continuously
and unbroken, from manhole to manhole. The ends of the wire shall
terminate inside the manholes at each end of the pipe, with a minimum of 3
feet of wire, coiled, remaining accessible in each manhole. The wire shall
remain insulated over it's entire length. The wire shall enter manholes
between the top of the corbel and the frame, and extend up through the
chimney seal between the frame and the chimney seal. For force mains, the
wire shall terminate in the valve pit at the pump station end of the pipe.
3.9 COMPACTION
Determine in -place density of existing subgrade; if required density
exists, no compaction of existing subgrade will be required.
3.9.1 General Site
Compact underneath areas designated for vegetation and areas outside the 5
foot line of the paved area or structure to 85 percent of ASTM D 1557.
3.9.2 Structures, Spread Footings, Concrete Slabs, and Utility Trenches
Compact top 18 inches of subgrades to 95 percent of ASTM D 1557. Compact
fill and backfill material to 95 percent of ASTM D 1557
3.9.3 Adjacent Area
Compact areas within 5 feet of structures to 90 percent of ASTM D 1557
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3.9.4 Paved Areas
Compact top 18 inches of subgrades to 95 percent of ASTM D 1557. Compact
fill and backfill materials to 95 percent of ASTM D 1557.
3.10 FINISH OPERATIONS
3.10.1 Grading
Finish grades as indicated within one -tenth of one foot. Grade areas to
drain water away from structures. Maintain areas free of trash and debris.
For existing grades that will remain but which were disturbed by
Contractor's operations, grade as directed.
3.10.2 Topsoil and Seed
Provide as specified in Section 01 57 13.00 22 EROSION AND SEDIMENT CONTROL.
3.10.3 Protection of Surfaces
Protect newly backfilled, graded, and topsoiled areas from traffic,
erosion, and settlements that may occur. Repair•or reestablish damaged
grades, elevations, or slopes.-
3.11 DISPOSITION OF SURPLUS MATERIAL
Remove from Government property surplus or other soil material not required
or suitable for filling or backfilling, and brush, refuse, stumps, roots,
and timber.
3.12 FIELD QUALITY CONTROL
3.12.1 Sampling
Take the number and size of samples required to perform the following tests.
3.12.2 Testing
Perform one of each of the following tests for each material used. Provide
additional tests for each source change.
3.12.2,1 Fill and Backfill Material Testing
Test fill and backfill material in accordance with ASTM C 136 for
conformance to ASTM D 2487 gradation limits; ASTM D 1140 for material finer
than the No. 200 sieve; ASTM D 4318 for liquid limit and for plastic limit;
ASTM D 698 or ASTM D 1557 for moisture density relations, as applicable.
3.12.2.2 Porous Fill Testing
Test porous fill in accordance with ASTM C 136 for conformance to gradation
specified in ASTM C 33.
3.12.2.3 Density Tests
Test density in accordance with ASTM D 1556, or ASTM D 2922 and ASTM D 3017.
When ASTM D 2922 and ASTM D 3017 density tests are used, verify density
test results by performing an ASTM D 1556 density test at a location
already ASTM D 2922 and ASTM D 3017 tested as specified herein. Perform an
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ASTM D 1555 density test at the start of the job, and for every 10
AST14 D 2922 and ASTMi D 3017 density tests thereafter. Test each lift at
randomly selected locations every 2000 square feet of existing grade in
fills for structures and concrete slabs, and every 2500 square feet for
other fill areas and every 2000 square feet of subgrade in cut. Include
density test results in daily report.
a. Bedding and backfill in trenches: One test per 100 linear feet in
each lift.
-- End of Section --
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SECTION 33 40 00
STORM DRAINAGE UTILITIES
01/08
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 (2005) 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
443
(2005a) Standard Specification for Joints
for Concrete Pipe and Manholes, Using
Rubber Gaskets
ASTM C
478
(2007) Standard Specification for Precast
Reinforced Concrete Manhole Sections
ASTM C
76
(2007) Standard Specification for
Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe
ASTM C 923 (2007) Standard Specification for
Resilient Connectors Between Reinforced
Concrete Manhole Structures, Pipes and
Laterals
ASTM C 990 (2006) Standard Specification for Joints
for Concrete Pape, Manholes and Precast
Sox Sections Using Preformed Flexible
Joint Sealants
ASTM D 1751 (2004) Standard Specification for
Preformed Expansion Joint Filler for
Concrete Paving and Structural
Construction (Nonextruding and Resilient
Bituminous Types)
ASTM D 1752 (2004a) Standard Specification for
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Preformed Sponge Rubber Cork and Recycled
PVC Expansion
ASTM D 4101 (2007) Standard Specification for
Polypropylene Injection and Extrusion
Materials
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FS A-A-60005 (Basic) Frames.Covers, Gratings, Steps,
Sump and Catch Basin, Manhole
U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)
29 CFR 1910.27 Fixed Ladders
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. The following shall be submitted in accordance with Section
01 33 00 SUBMITTAL PROCEDURES:
So-03 Product Data
Placing Pipe
Printed copies of the manufacturer's recommendations for
installation procedures of the material being placed, prior to
installation.
SD-07 Certificates
Frame and Cover for Gratings
Certification on the ability of frame and cover or gratings to
carry the imposed live load.
1.2.1 LEED Submittal Requirements
a. Recycled Content LEED: Provide cut sheets and invoices indicating
material's recycled content percentages of post -consumer recycled
content, and post-industrial recycled content.
b. Regional Materials LEED: Provide cut sheets and invoices
indicating location of final manufacturer's origin for all
products and materials from within a 500 mile radius.
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
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fittings shall be protected from any environment that would result in
damage or deterioration to the material. The Contractor shall have a copy
of the manufacturer's instructions available at the construction site at
all times and shall 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 LEED REQUIREMENTS
Recycled Content LEED: Ensure LEED certification by acquiring project
products and materials containing recycled material to the greatest extent
possible, and highest percentage of recycled content possible. Use
materials with recycled content such that the sum of post consumer recycled
content plus one-half of the post-industrial content meets or exceeds 5
percent of the total value of that product. See Section 01 33 29 LEED(tm)
DOCUMENTATION for cumulative total recycled content requirements.
Manufacturer's location for regionally manufactured materials LEED: Ensure
LEED certification by acquiring and using regionally manufactured project
products from within a 500 mile radius to the: greatest extent possible.
Use and acquire material regionally such that 20 percent of all project
material value is from within a 500 mile radius.
2.2 PIPE FOR STORM DRAINS
Pipe for culverts and storm drains shall be of the sizes indicated and
shall conform to the requirements specified.
2.2.1 Concrete Pipe
Concrete pipe shall conform to ASTM C 75, Class III, unless indicated
otherwise.
2.2.1.1 Joint Sealants
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 196, Type B preformed plastic gaskets.
2.3 MISCELLANEOUS MATERIALS
2.3.1 Concrete
Unless otherwise specified, concrete and reinforced concrete shall conform
SECTION 33 40 00 Page 3

Construct Postal Facility
07082
to the requirements for 4000 psi concrete under Section 03 30 00
CAST -IN -PLACE CONCRETE. 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 Structures
Precast reinforced concrete structures shall be manufactured in accordance
with ASTM C 478, except as specified herein. ASTM C 990, butyl gaskets
or AASHTO M 198, Type B gaskets for joint connections.
2.3.3 Frame and Cover for Gratings
Shall be cast iron or ductile iron conforming to FS A-A-60005, figure
numbers as indicated.
2.3.4 Drainage Structure Steps
Zinc -coated steel conforming to 29 CFR 1910.27. As an option, plastic or
rubber coating pressure -molded to the steel may be used. Plastic coating
shall conform to ASTM D 4101, copolymer polypropylene. Rubber shall conform
to ASTM C 443, except shore A durometer hardness shall be 70 plus or minus
5. Aluminum steps or rungs will not be permitted. Steps are not required
in storm structures less than 4 feet deep.
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 LEED REQUIREMENTS
a. Recycled Content LEED: Document cut sheets and invoices
indicating material's recycled content percentages of
post -consumer recycled content, and post-industrial recycled
content for LEED submittal requirements, see Section 01 33 29
LEED(tm) DOCUMENTATION.
b. Regional Materials LEED: Document cut sheets and invoices
indicating location of final manufacturer's origin for all
products and materials from within a 500 mile radius for LEED
submittal requirements, see Section 01 33 29 LEED(tm)
DOCUMENTATION.
3.2 WASTE MANAGEMENT LEED
Separate all waste material in accordance with the Construction Waste
Management Plan. Place and/or dispose of all waste materials such that a
minimum of 50 percent is diverted from landfill by either salvage,
recycling plan, and/or reuse.
Provide invoices, plant slips, certification indicating total quantities of
waste material, and amounts diverted by way of means as stated above for
SECTION 33 40 00 Page 4

Construct Postal Facility
07082
LEED submittal requirements, see Section 01 33 29 LEED(tm) DOCUMENTATION.
3.3 EXCAVATION FOR STORM DRAINS AND DRAINAGE STRUCTURES
Excavation of trenches, and for appurtenances and backfilling for 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.
3.3.1 Trenching
The width of trenches at any point below the top of the pipe shall be not
greater than the outside diameter of the pipe plus the indicated dimensions
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. Contractor shall not
overexcavate. 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.
3.3.2 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.
3.4 BEDDING
The bedding surface for the pipe shall provide a firm foundation of uniform
density throughout the entire length of the pipe.
3.4.1 Concrete Pipe Requirements
When no bedding class is specified or detailed on the drawings, concrete
pipe shall be bedded in a soil foundation accurately shaped and rounded to
conform to the lowest one-fourth of the outside portion of circular pipe or
to the lower curved portion of pipe arch for the entire length of the pipe
or pipe arch. When necessary, the bedding shall be tamped. Bell holes and
depressions for joints shall be not more than the length, depth, and width
required for properly making the particular type of joint.
3.5 PLACING PIPE
Each pipe shall be thoroughly examined before being laid; defective or
damaged pipe shall not be used. 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 5

Construct Postal Facility 07082
3.5.1 Concrete Pipe
Laying shall proceed upgrade with tongue ends of tongue -and -groove pipe
pointing in the direction of the flow.
3.6 JOINTING
3.6.1 Concrete Pipe
3.6.1.1 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 rubber 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.
3.7 DRAINAGE STRUCTURES
3.7.1 Manholes and Inlets
Use precast concrete base sections. Make inverts in precast concrete bases
with a smooth -surfaced semi -circular bottom conforming to the inside
contour of the adjacent drainage sections. For changes in direction of
drains and entering branches into the structure, make a circular curve in
the structure invert of as large a radius as structure size will permit.
For precast concrete construction, make joints between sections with the
gaskets specified for this purpose; install in the manner specified for
installing joints in concrete piping. Give a smooth finish to inside
joints of precast concrete storm structures. Parging will not be required
for precast concrete structures. Make joints between concrete structure
and pipes entering structure with the resilient connectors specified for
this purpose or mortared to produce a watertight joint; install in
accordance with the recommendations of the connector manufacturer. Where a
new structure is constructed on an existing line, remove existing pipe as
required to construct the structure. Cut existing pipe so that pipe ends
are approximately flush with the interior face of structure wall, but not
protruding beyond into the structure.
3.8 FIELD QUALITY CONTROL
3.8.1 Field Tests and Inspections
The Contracting Officer will conduct field inspections and witness field
tests specified in this section. The Contractor shall perform field tests
SECTION 33 40 00 Page 6

Construct Postal Facility
07082
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.
3.8.2 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 --
�� E C E I V E
SECTION 33 40 00 Page 7 DEC 10 LUU$
DWO
PROJ #

1�.
L
GE
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Geolechnical • Environmental . Testing
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNCIAL ENGINEERING SERVICES
Proposed Post Office P-672
Camp LeJeune, North Carolina
G E T PROJECT NO: EC08-295G
October 6, 2008
Prepared for
Kroskin Design Group
6160 Kempsville Circle
Norfolk, Virginia 23502
ATTN: MR. Tom Beverly, AIA
Prepared by
GET Solutions, Inc.
C E V E U0
DEC 10 2O03
owo
PROJ #
504 E. Elizabeth Street Ste. 2, Elizabeth City, NC 27909 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

S616ti0ns,, lne
October 6, 2008
Geoicdrnirnt • Envimoitnenfnl • Testing
TO: Kroskin Design Group
6160 Kempsville Circle
Suite 316A
Norfolk Virginia 23502
Attn: Mr. Tom Beverly, AIA
RE: Report of Subsurface Investigation and Geotechnical Engineering
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08-295G
Dear Mr. Beverly:
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,
G E T Solutions, Inc.
- I/N e. AV ,J
JI�`I1� r
Gerald W. Stalls Jr., P.E.
Senior Project Engineer
NC Reg. # 034336
Camille A. Kattan, P.E.
Principal Engineer
NC Reg. # 14103
Copies: (4) Client
SEAL
034336
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504 last Elizabeth Street; Suite 2 • Elizabeth City, NC 27909 + Phone: [phone] • Pax: [phone]
infoCgetsohrtionsine. Coll

4.
TABLE OF CONTENTS
1.0 PROJECT INFORMATION...................................................................................1
1.1 Project Authorization..............................................................................1
1.2 Project Description.................................................................................1
1.3 Purpose and Scope of Services............................................................2
2.0 FIELD AND LABORATORY PROCEDURES ................
2.1 Field Exploration.................................................................................... 3
2.2 Laboratory Testing........::........................................................................4
3.0 SITE AND SUBSURFACE CONDITIONS............................................................ 5
3.1 Site Location and Description................................................................ 5
3.2 Subsurface Soil Conditions....................................................................6
3.3 Groundwater Information.......................................................................7
4.0 EVALUATION AND RECOMMENDATIONS........................................................7
4.1
Clearing and Grading.............................................................................7
4.2
Subgrade Preparation............................................................................8
4.3
Structural Fill and Placement.................................................................9
4.4
On -Site Excavated Soils — BMP Pond...................................................9
4.5
Building Foundation Design Recommendations..................................10
4.6
Foundation Excavations......................................................................10
4.7
Building Foundation Settlements.........................................................11
4.8
Seismic Design Recommendations.....................................................11
4.9
Building Floor Slabs.............................................................................
11
4.10
Pavements...........................................................................................12
4.11
Storm Water Ponds..................................................................14
5.0 CONSTRUCTION CONSIDERATIONS..............................................................15
5.1 Drainage and Groundwater Concerns.................................................15
5.2 Excavations.........................................................................................15
6.0 REPORT LIMITATIONS.....................................................................................16
APPENDIX I -BORING LOCATION SKETCH
APPENDIX II - BORING LOGS
APPENDIX III - GENERALIZED SOIL PROFILE
APPENDIX IV — SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET
APPENDIX V — CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
E C E I V B
DEC 10 2008
DwQ
PROJ #

i
Report of Subsurface Investigation and Geotechnical Engineering Services 10/6/08
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08-295G
1.0 PROJECT INFORMATION
1.1 Project Authorization:
G E T Solutions, Inc. has completed our Geotechnical Engineering study for the Proposed
Post Office P-672 located in Camp LeJeune, North Carolina. The geotechnical engineering
services were conducted in general accordance with G E T Proposal No. PEC08-158G,
dated July 30, 2008. Authorization to proceed with the services was received from Mr. Tom
Beverly with Kroskin Design Group on the date of September 3, 2008.
1.2 Project Description:
It is our understanding that the proposed construction at this site is planned to consist of
building a new single story post office structure along with associated site infrastructure
components including a parking lot and associated drive lanes as well as a stormwater
management pond (BMP). The structure will have a foot print area of approximately 4,500
square feet. The structure is to be of a combination of load bearing concrete masonry unit
(CMU) walls and structural steel frame design supported by shallow foundations and slab -on -
grade construction. The loading conditions associated with the proposed structure were not
known at the time of this report. However, based on our experience with similar projects the
maximum anticipated column and/or wall loads are not expected to exceed about 50 kips
and/or 2 kips per linear foot, respectively.
The proposed finished first floor elevation of the structure is to be at 18.5 feet MSL. The
existing site grade elevations within the limits of the proposed building area were noted to
range from about 16.5 feet MSL to 17.3 feet MSL. Accordingly, the fill depth necessary to
establish the design grade elevations within the building area is anticipated to range from
about 1 to 2.5 feet.
It is our understanding that the site previously contained an existing pile supported structure.
Furthermore, it has been noted that following the structure's demolition the pile foundations
were cut-off below grade and allowed to remain in -place.
If any of the noted information is incorrect or has changed, please inform
G E T Solutions, Inc. so that we may amend the recommendations presented in this report,
if appropriate.
Soluilons;an_c.

Report of Subsurface Investigation and Geotechnical Engineering Services 10/6/08
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08-295G
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-.
1. General assessment of the soils revealed by our borings and test pit
excavations 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
structure performance, including existing fills, surficiallsubsurface organics,
or expansive soils.
4. Soil subgrade preparation, including stripping, grading, and compaction, as
well as providing Engineering criteria for placement and compaction of
approved structural fill material, including weather and equipment effects.
5. Construction considerations for fill placement, subgrade preparation, and
foundation excavations.
6. Seismic site classification provided based on the results of 25-foot deep SPT
borings, our experience with the subsurface soils within the vicinity of the
project site, and the requirements provided in the North Carolina State
Building Code (2006 International Building Code with North Carolina
Amendments) section 1615.1; Table 1615.1.1.
7. Feasibility of utilizing a shallow foundation system for support of the
proposed buildings. Design parameters required forthe foundation systems,
including foundation sizes, allowable bearing pressures, foundation levels,
and expected total and differential settlements.
8. Typical pavement section recommendations based on the explored subgrade
soil conditions and the expected volume of traffic, as well as our experience
with similar soil conditions.
9. Permeability (infiltration) values are provided based on the results of one (1)
Saturated Hydraulic Conductivity Test, and one (1) 15-foot deep boring, as
well as our experience with similar soil conditions.
z
® E C E I V
DEC 10 Z:1:3
P - �,J —
GET
E
f

Report of Subsurface Investigation and Geotechnical Engineering Services 10/6/08
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08-295G
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:
Our field exploration services consisted of three (3)15- to 25-foot deep Standard Penetration
Test (SPT) borings (designated as B-1, B-2 and BMP-1), which were drilled within the
proposed building and storm water pond areas. Additionally, a total of four (4) 4-foot deep
test pit excavations (designated as T-1 through T-4) were performed within the proposed
building and pavement areas. The test pit excavations were performed in order to determine
the extent of demolition debris within the surficial soils andlor to potentially locate existing pile
foundations.
The SPT borings were performed utilizing mud -rotary drilling techniques with a CME 55
ATV -mounted drill rig. Standard Penetration Tests (SPT) were performed in the field in
general accordance with ASTM D 1586. The tests were performed continuously from the
existing ground surface to a depth of 10 feet and at 5-foot intervals thereafter to the boring
termination depth of 35-feet. The soil samples were obtained with a standard 1.4" I.D., 2"
O.D., 30-inch long split -spoon sampler. The sampler was driven with blows of a 140 lb.
hammer falling 30 inches. The number of blows required to drive the sampler each 6-inch
increment of penetration was recorded and is shown on the boring logs_ The sum of the
second and third penetration increments is termed the SPT N-value.
A representative portion of each disturbed split -spoon sample was collected with each
SPT, placed in a glass jar, sealed, labeled, and returned to our laboratory for review. The
results of the borings are presented in Appendix II (Boring Logs) and Appendix Ili
(Generalized Soil Profile) included with this report, which corroborate the stratigraphy
depicted by the original study.
The boring schedule noting the SPT boring and test pit depths and locations is presented
in Table I on the following page of this report.
5olutions,lnc.

i
Report of Subsurface Investigation and Geotechnical Engineering Services 10/6/08
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08-295G
Table I — Boring Schedule
Boring
Number
Boring
Depth
(feet) _
Boring Location
B-1
25
Northeast Corner of Proposed Post Office Building
B-2
25
Southwest Corner of Proposed Post Office Building
BMP-1
15
Approximate Center of Proposed BMP Pond
T-1
4
Southeast Corner of Proposed Post Office Building
T-2
4
Northwest Corner of Proposed Post Office Building
T-3
4
Proposed Parking Lot; East End; Approximate Center
T-4
4
Entrance Lane South of Proposed Parking Lot; Approximate Center
The boring locations were established and located in the field by a representative of
G E T Solutions, Inc. by measuring from existing landmarks. The approximate boring
locations are shown on the "Boring Location Plan" (Appendix 1) attached to this report.
This plan was developed based on the site plan provided to G E T Solutions, Inc. by
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2.2 Laboratory Testing:
Representative portions of all soil samples collected during drilling were sealed in glass
jars, labeled, and transferred to our Elizabeth City laboratory for classification and analysis.
The soil classification was performed by a Geotechnical Engineer in accordance with
ASTM D2488.
A total of four (4) representative split spoon soil samples were selected and subjected to
natural moisture and 4200 sieve wash testing and analysis in order to corroborate the
visual classification of the encountered soils_ These test results are tabulated on the
followirig page of this report and are also presented on the "Log of Boring" sheets
(Appendix I1),
Solutions, lnc. '

Report of Subsurface Investigation and Geotechnical Engineering Services 10/6/08
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08.295G
Table II - Laboratory Test Results
Boring..
Sample
Depth
Natural.,
4200_
Classification
No.
No.
ff t)�
Moisture
Sieve
Content"
(%)
B-1
S-5
8-10
23.8
20.8
SM
B-2
S-4
6-8
31.5
13.2
SM
BMP-1
S-2
3-4
15.7
23.4
SM
BMP-1
S-3
4-6
20.0
30.0
SC-SM
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Location and Description:
The project site is located in the southwest quadrant of the intersection of Curtis Road and
Bancroft Street within the Camp LeJeune military installation in North Carolina. Atthe time of
our field investigation services the property was generally observed to consist of an open
sand and/or grass covered area with isolated areas of minimal surface demolition debris. It is
our understanding that this site previously contained a structure that was demolished and
removed from the project site. Accordingly, this site is susceptible to have deposits of
demolition debris, existing foundations, and/or unsuitable bearing soil conditions.
Furthermore, it has been noted that following the structure's demolition the pile foundations
were cut-off below grade and allowed to remain in -place.
Based on the site plan provided to G E T Solutions, Inc. by C. Allan Bamforth, Jr.
Engineer -Surveyor, LTD, the majority of the site appeared to be relatively level with
approximately 1-foot change in elevation in 50 feet. Furthermore, the existing site grade
elevations within the construction limits generally ranged from about 14.6 to 18.5 feet MSL.
The northernmost site boundary consists of Curtis Road. The westernmost boundary
consists of an existing building and associated asphalt parking lot. The southernmost
boundary consists of an existing structure (Bldg. 112) and associated asphalt paved parking
lot. The easternmost boundary consists of Bancroft Street.
Solutioris, Inc.',

Report of Subsurface Investigation and Geotechnical Engineering Services 10/6/08
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08-295G
3.2 Subsurface Soil Conditions:
Generally, the surficial and shallow subsurface soils encountered at the boring and test pit
locations to an average depth of 2.4 feet were noted to be granular in nature and classified
to consist of SAND (SP-SM, SM) with varying amounts of silt, clay, and demolition debris
(i.e. concrete fragments, brick fragments, stone, etc.). These granular soils were noted to
extend from the existing site grade elevations to a depth ranging from approximately 2 to 3
feet. However, these soils were not encountered at the location of test pit locations T-1
and T-4. The surficial soils encountered at the location of Test Pit excavations T-1 and T-4
were noted to consist of Tan SAND (SP-SM, SM) and TOPSOIL, respectively.
Furthermore, the existing pile foundations that were noted to have been cut-off below
grade were not encountered at the location of Test Pit excavations T-1 through T-4.
Beneath the varying surface conditions, the subsurface soils encountered at the boring
locations were noted to consist of very loose to dense SAND (SP, SP-SM, SM, SC) with
varying amounts of silt and clay. A deposit of very loose SAND (SM) mixed with organics
was encountered at the location of boring T-1 at a depth of 0.83 to 1-foot below existing
site grade elevations. A brief description of the natural subsurface soil conditions
encountered at the boring locations is tabulated below:
RANGES OF
AVERAGE
STRATUM
DESCRIPTION
SPT(') N-
DEPTH (Feet)
VALU ES
. Borings: B-1, B-2,,BMP,-1, aincl T-1:through. T-4
SAND (SP-SM, SM) with varying amounts of silt
and demolition debris (concrete fragments, brick
0 to 2.4
1
6 to 49
fragments, stone, etc.); Borings B-1, B-2 and BMP-
3, as well as Test Pits T-2 and T-3
0 to 1.5
IA
TOPSOIL; Test Pit T4 only
NIA
SAND (SP, SP-SM, SM, SC) with varying amounts
2.4 to 25
11
1 to 43
of silt and clay
0.83 to 1.5
I IA
SAND (SM) mixed with organics; Test Pit T-1 only
NIA
Note (1) SPT = Standard Penetration Test, N-Values in Blows -per -foot
Solutions, :li�c:

Report of Subsurface Investigation and Geotechnical Engineering Services 1 0/6/08
Proposes! Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08-295G
The subsurface description is of a generalized nature provided to highlight the major soil
strata encountered. The records of the subsurface exploration (Boring Log and the
Generalized Soil Profile sheets) attached to this preliminary report should be reviewed for
specific information as to 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.
3.3 Groundwater Information:
The groundwater level encountered at the boring locations was noted to occur at a depth
ranging from about 4 to 6 feet below the varying existing site grade elevations. Based on the
existing topographic information provided on the project site plans performed by C. Allan
Bamforth, Jr. Engineer -Surveyor, LTD, the encountered ground water level corresponds to
an elevation ranging from 11.5 to 12 feet MSL.
Groundwater conditions will varywith 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.). In the project's area, seasonal groundwater fluctuations of-±- 2 feet are
common; however, greater fluctuations have been documented, and the groundwater table
could occur near the surface. We recommend that the contractor determine the actual
groundwater levels at the time of the construction to determine groundwater impact on the
construction procedures, if necessary.
4.0 EVALUATION AND RECOMMENDATIONS
4.1 Clearing and Grading:
The proposed building and pavement construction areas should be cleared by means of
removing vegetation, associated root mat, and topsoil; where encountered. Based on a
review of the soils encountered at the test boring and test pit excavation locations, it is
anticipated that the site will require a cut depth of about 1.5 to 2 feet in order to remove the
Topsoil materials and/or subsurface organic laden granular soils, where encountered.
However, as indicated by the results of our test borings and test pit excavations, the cut
depth necessary to remove the surfcial and/or shallow subsurface organic soils (1.5 feet)
is anticipated to be limited to the southeast portion of the proposed construction areas.
This cut is expected to be deeper in isolated areas to remove deeper deposits of organic
soils, which may become evident during the clearing.
Solutions,`li�c.

I
•
Report of Subsurface Investigation and Geotechnical Engineering Services 10/6/08
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08-295G
Furthermore, the soils encountered throughout the majority of the building and parking lot
areas were generally noted to contain varying amounts of demolition debris. The
demolition debris was further noted to consist primarily of stone, as well as fine concrete
and brick fragments. Based on the soils conditions encountered at the boring and test pit
locations, these soils are not anticipated to hinder the use of shallow foundation design.
Additionally, at this time it is not anticipated that they will be required to be removed.
However, it is considered necessary to perform additional test pit excavations during
construction procedures to ensure the suitability of the subgrade soils to provide
foundation, slab, and pavement support. This is considered necessary as sites where
previously existing structures that have been demolished typically require excavation to
remove unsuitable conditions. Additional information regarding the subgrade evaluation
procedures as well as the recommended test pit operations are provided below.
The project's budget should include an allowance for subgrade improvements (undercut
and backfill with select fill). It is recommended that the clearing operations extend laterally
at least 5 feet beyond the perimeter of the proposed building and pavement areas.
4.2 Subgrade Preparation:
Following the clearing operation and prior to site grading or any fill placement, the
subgrade soils should be evaluated by G E T Solutions, Inc. for stability. Accordingly, the
subgrade soils should be proofrolled to check for pockets of soft material hidden beneath a
crust of better soil. Several passes should be made by a large rubber -tired roller or loaded
dump truck over the construction areas (where possible), with the successive passes
aligned perpendicularly. The number of passes will be determined in the field by the
Geotechnical Engineer depending on the soils conditions. Any pumping and unstable
areas observed during proofrolling (beyond the initial cut) should be undercut and/or
stabilized at the directions of the Geotechnical Engineer.
As indicated above, it is recommended that the subgrade evaluation include a series of test
pit excavations in order to further evaluate the suitability of the subgrade soils to properly
support the foundations and slab members as well as the proposed pavement section.
The depth and location of the test pit excavations should be determined in the field during
construction by the Geotechnical Engineer.
Following the proofroll and approval by the engineer, it is recommended that, within the
construction areas, natural soils below stripped grade should be compacted to a dry
density of at least 95 percent of the Modified Proctor maximum drydensity (ASTM D1557),
as tested to a minimum depth of 18-inches. This densification will require the use of a
large vibratory roller.
5olutlorss, .Inc.

•
Report of Subsurface Investigation and Geotechnical Engineering Services 10/6/08
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08-295G
4.3 Structural Fill and Placement:
Following the proper compaction and approval of the natural subgrade soils by the
Geotechnical Engineer, the placement of the fill required to establish the design grades
may begin. Any material to be used for backfill or structural fill should be evaluated and
tested by G E T Solutions, Inc. prior to placement to determine if they are suitable for the
intended use. Suitable structural fill material should consist of sand or gravel containing
less than 20 percent by weight of fines (SP, SM, SW, GP, GW), 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.
Backfill material in utility trenches within the construction areas should consist of structural
fill (as described above), and should be compacted to at least 95 percent of ASTM D1557.
This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is
used.
4.4 On -Site Excavated Soils — BMP Pond:
The subsurface soils encountered at the location of boring BMP-1 were noted to consist of
SAND (SP-SM, SM) mixed with demolition debris (concrete, stone, brick fragments, etc.) to
a depth of about 2.5 feet below the existing site grade elevations. Underlying these
surficial materials, the underlying soils were noted to consist of Silty SAND (SM) with clay
to Silty Clayey fine SAND (SC-SM) with silt to a depth of about 13 feet. These sufcial
materials and underlying natural granular soils encountered at the boring locations do not
appear to meet the recommended structural fill requirements provided in Section 4.3 of this
report. Accordingly, they are not recommended to be re -used as select fill materials.
Beneath the above noted soil conditions, the underlying granular soils were noted to
consist of SAND (SP, SP-SM) to a depth of about 18 feet below the existing site grade
elevations. These soils appear to meet the recommended structural fill requirements
provided in Section 4.3 of this report and are anticipated to be suitable for re -use as select
fill material.
5oludons, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services 1016108
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: ECOS-295G
The soils noted to consist of SAND (SC-SM, SM with clay) or SAND (SP-SM, SM) with
demolition debris should be stockpiled separately from the suitable select fill soils (SAND;
SP, SP-SM). Furthermore, although the granular soils noted to occur at depths extending
from 13 to 18 feet appear to meet the requirements noted in the previous section of this
report for suitable select fill materials they will need to be stock pilled in order to dry and
obtain a moisture content suitable for compaction. Furthermore, additional sampling and
laboratory analysis should be performed during construction procedures to substantiate the
suitability of the subsurface soils for their intended use.
4.5 Building Foundation Design Recommendations:
Provided that the previously recommended earthwork construction procedures are properly
performed, the proposed buildings can be supported by shallow spread footings bearing
over firm natural soil or well -compacted structural fill material. The footings can be
designed using a net allowable soil pressure of up to 2000 pounds per square foot (psf). In
using net pressures, the weight of the footings and backfiIl over the footings, including the
weight of the floor slab, need not be considered. Hence, only loads applied at or above the
finished floor need to be used for dimensioning the footings.
In order to develop the recommended bearing capacity, the base of the footings should
have an embedment of at least 24 inches beneath finished grades, and wall footings
should have a minimum width of 24 inches. In addition, isolated square pier footings, if
used, are recommended to be a minimum of 3 feet by 3 feet in area for bearing capacity
consideration. The recommended 24-inch footing embedment is considered sufficient to
provide adequate cover against frost penetration to the bearing soils.
4.6 Foundation Excavations:
Immediately prior to reinforcing steel placement, it is suggested that the bearing surfaces of
all footing and floor slab areas be compacted using hand operated mechanical tampers, to
a dry density of at least 95% of the Modified Proctor maximum dry density (ASTM D 1557)
as tested to a depth of 12 inches, for bearing capacity considerations. In this manner, any
localized areas, which have been loosened by excavation operations, should be
adequately re -compacted. In addition to compaction testing, hand auger borings with
Dynamic Cone Penetrometer (DCP) testing should be performed within the base of the
foundation excavations to ensure that the footing bearing soils are suitable for foundation
support.
li
Solutions, lnc. ,

Report of Subsurface Investigation and Geotechnical Engineering Services 10/6108
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08-295G
Soils exposed in the bases of all satisfactory and remedied foundation excavations should
be protected against any detrimental change in condition such as from physical
disturbance, rain or frost. Surface run-off water should be drained away from the
excavations and not be allowed to pond. If possible, all footing concrete should be placed
the same day the excavation is made. If this is not possible, the footing excavations should
be adequately protected.
4.7 Building Foundation Settlements:
It is estimated that, with proper site preparation (as previously presented), the maximum
resulting total settlement of the proposed building foundations should be up to 1-inch. The
maximum differential settlement magnitude is expected to be about '/2-inch between
adjacent footings (wall footings and column footings of widely varying loading conditions).
The settlements were estimated on the basis of the results of the field penetration tests.
Careful field control will contribute substantially towards minimizing the settlements.
4.8 Seismic Design Recommendations:
It is noted that, in accordance with the NC Building Code; Chapter 16, this site is classified
as a site Class D, based on which seismic designs should be incorporated. This
recommendation is based on the data obtained from the completed 25-foot deep SPT
borings, as well as our experience with SPT borings and CPT soundings with shear wave
velocity testing performed within the vicinity of this project site. In order to substantiate the
site classification provided above a 100-foot deep CPT boring and soil shearwave velocity
testing with liquefaction potential analysis should be performed. G E T Solutions, Inc.
would be pleased to provide these services should they be determined necessary.
4.9 Building Floor Slabs:
The floor slabs may be constructed as slab -on -grade members provided the previously
recommended earthwork activities and evaluations are carried out properly. It is
recommended that all ground floor slabs be directly supported by at least a 4-inch layer of
relatively clean, compacted, poorly graded sand (SP) or gravel (GP) with less than 5
percent passing the No. 200 Sieve (0.074 mm). The purpose of the 4-inch layer is to act
as a capillary barrier and equalize moisture conditions beneath the slab. The slabs can be
designed with the use of a subgrade modulus on the order of about 125 psi/in for
compacted structural fill_
Solubons,lric: _

Report of Subsurface Investigation and Geotechnical Engineering Services 10/6/08
Proposed Post Office P-672
Camp LeJeune, Forth Carolina
GET Project No: EC08-295G
It is recommended that all ground floor slabs be 'floating" if no turn down slab/foundation
system is implemented. That is, generally ground supported and not rigidly connected to
walls or foundations. This is to minimize the possibility of cracking and displacement of the
floor slabs because of differential movements between the slab and the foundation.
It is also recommended that the floor slab bearing soils be covered by a vapor barrier or
retarder in order to minimize the 'potential for floor dampness, which can affect the
performance of glued tile and carpet. Generally, use a vapor retarder for minimal vapor
resistance protection below the slab on grade. When floor finishes, site conditions or other
considerations require greater vapor resistance protection, consideration should be given
to using a vapor barrier. Selection of a vapor retarder or barrier should be made by the
Architect based on project requirements.
4.10 Pavements:
The California Bearing Ratio (CBR) testing was not included as a part of our scope of
services. Accordingly, in order to substantiate the recommendations provided below and
on the following page of this report and/or to determine the subgrade soils CBR design
values in order to complete the pavement design, CBR bulk soil sampling and laboratory
analysis should be performed. However, based on our experience with similar soil
conditions, the following minimum pavement sections are provided.
i. Light Duty Pavement — Parking Areas:
Flexible Pavement
SUBGRADE: Stable and approved by the Geotechnical Engineer,
and compacted to at least 95% of ASTM D 1557, to a
depth of at least 12 inches deep.
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material, size
NCDOT Type "A".
ASPHALT SURFACE: Minimum 2.0 inches of Asphalt Concrete, NCDOT Type
SF9.5A or SF9.5B.
5olutfans, Ina

Report of Subsurface Investigation and Geotechnical Engineering Services 10/6/08
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: ECOS-295G
II. Heavy Duty Pavement - Roadway Areas:
Flexible Pavement
SUBGRADE: Stable and approved by the Geotechnical Engineer,
and compacted to at least 95% of ASTM D 1557, to a
depth of at least 12 inches deep.
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material, size
NCDOT Type "A".
ASPHALT BASE: Minimum 3.0 inches of Asphalt Concrete, NCDOT Type
1-19.0B.
ASPHALT SURFACE: Minimum 2.0 inches of Asphalt Concrete, NCDOT Type
SF9.5A or SF9.513.
In preparation for a stable subgrade support for the pavement section, the following
construction steps are recommended:
Following pavement rough grading operations, the exposed
subgrade should be observed under proofrolling. This
proofrolling should be accomplished with a fully loaded dump
truck or 7 to 10 ton drum roller to check for pockets of soft
material hidden beneath a thin crust of better soil. Any
unsuitable materials thus exposed should be removed and
replaced with a well -compacted material. The inspection of
these phases should be performed by the Geotechnical
Engineer or his representative.
2. If excessively unstable subgrade soils are observed during
proofrolling and/or fill placement, it is expected that these weak
areas can be stabilized by means of thickening the base
course layer to 10 to 12 inches and/or the use of a Geotextile
Geogrid (such as Tensar BX1100 or equivalent). These
alternates are to be addressed by the Geotechnical Engineer
during construction, if necessary, who will recommend the
most economical approach at the time.
Solutions; ]nc:�

Report of Subsurface Investigation and Geotechnical Engineering Services 10/6/08
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08-295G
Actual pavement section thickness should be provided by the design civil engineer based
on traffic loads, volume, and the owners design life requirements. The previous sections
represent minimum thickness representative of typical local construction practices and as
such periodic maintenance should be anticipated. All pavement material and construction
procedures should conform to North Carolina Department of Transportation (NCDOT)
requirements.
4.11 Storm Water Ponds:
One infiltration test was performed at the location of boring BMP-1. The test was
performed at a depth of about 4 feet below current grades. The borehole was prepared
utilizing an auger to remove soil clippings from the base. Infiltration testing was then
conducted within the vadose zone utilizing a Precision Permeameter and the following
testing procedures.
A support stand was assembled and placed adjacent to 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 reservoirwas recorded
as well as the elapsed time during each interval. The test was continued until relatively
consistent flow rates were documented. During testing the quick release connections and
shutoff valve were monitored to ensure that no leakage occurred. The flow rate (Q), height
of the constant water level (H), and borehole diameter (D) were used to calculate Ks
utilizing the Glover Solution.
Based on the results of our field saturated hydraulic conductivity testing procedures and
our experience with similar soil conditions encountered at the boring locations, as indicated
in the Subsurface Soil Conditions section of this report, the permeability rates noted in
Table IV on the following page are provided to aid in the storm water design process.
�����MOIUIU.ons, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services 10/6/08
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08-295G
Table IV — Saturated Hydraulic Conductivity Test Results
Test No
....Test �:
Static -
_
Percent Silt ,
Average Infiltration Test
Depth (ft*)
Groundwater
and/or Clay
Results (Ksat Values)
-
Level (-ft.)
cm/sec
cmlday
in7hour.
BMP-1
1 4.0
1 6.0
1 23.4
L2.91 E-04
85.7
1.405
" The depths noted above are referenced from the existing site grade elevations at the boring locations
at the time of our subsurface exploration procedures.
The infiltration test data for the BMP boring are presented in Appendix IV.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Drainage and Groundwater Concerns:
Perched groundwater levels are expected to interfere with excavations that extend below a
depth ranging from approximately 4 to 6 feet below existing grades, which corresponds to
elevations ranging from about 11.5 to 12 feet MSL. Dewatering to a depth ranging from
about 4 to 6 feet can most likely be accomplished by pumping from sumps. However,
dewatering below the perched water levels may require well pointing.
Accordingly, it is recommended thatthe 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.
5.2 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.
Solutions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services 1016108
Proposed Post Office P-672
Camp LeJeune, North Carolina
GET Project No: EC08-295G
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.
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 and C. Allan Bamforth, Jr.
Engineer -Surveyor, LTD for the proposed project. If there are any revisions to the plans for
this project or if deviations from the subsurface conditions noted in this report are
encountered during construction, G E T Solutions, Inc. should be notified immediately to
determine if changes in the foundation recommendations are required. If G E T Solutions,
Inc. is not retained to perform these functions, G E T Solutions, Inc. can not be
responsible for the impact of those conditions on the geotechnical recommendations for
the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications or
professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
After the plans and specifications are more complete the Geotechnical Engineer should be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents,
in order that the earthwork and foundation recommendations may be properly interpreted
and implemented. At that time, it may be necessary to submit supplementary
recommendations. This report has been prepared for the exclusive use of Kroskin Design
Group as well as their consultants for the specific application to the Proposed
Post Office project located within the Camp LeJeune military installation in North Carolina.
16 GET

APPENDICES
BORING LOCATION PLAN
II. BORING LOGS
III. GENERALIZED SOIL PROFILE
IV. SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET
V. CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

APPENDIX I -
BORING LOCATION PLAN
E C E I V E D
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BORING LOGS
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GETPROJECT:
Post Office at Camp LeJeune
CLIENT: Kroskin Design Group,P.C.
`
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: ECOS-295G
—
c�.d ur•,..t.r�,rr
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17' MSL
BORING LOG
DRILLER: J. Brown (GET) LOGGED BY: P. Lankford, E.I.T.
DRILLING METHOD: Mud Rotary (wash) DATE: 9-11-08
B-1
DEPTH TO WATER -INITIAL*: -V 5.5' AFTER 24 HOURS: -:F- CAVING -C
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TEST RESULTS
Plastic Limit H Liquid Limit
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10 20 30 40 50 60 70
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2
(concrete, stone, brick fragments etc.)
1
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15
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:...:...:...:..
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a
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':':
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............................
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is
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8
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9
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25
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Boring terminated at 25 ft.
30
................
to
-
35
-20
Notes: SS = Split Spoon Sample
ST Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: Post Office at Camp LeJeune
CLIENT: Kroskin Design Group,P.C.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC08-295G
-
� �•r.�,n� =a.rnfr�q
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 16' MSL
BORING LOG
DRILLER: J. Brown (GET) LOGGED BY: P. Lankford E.I.T.
DRILLING METHOD: Mud Rotary wash DATE: 9-11-08
B-2
DEPTH TO WATER - INITIAL": g 4' AFTER 24 HOURS: -T CAVING> -C
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0
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TEST RESULTS
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N-Value -
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10 20 30 40 50 60 70
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2
'
15
silt to Silty fine SAND (SM) with trace demolition debris (concrete,
1
24
SS
6
'
—
stone, brick fragments, etc.)
a
3
2'
:
2
_
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2
24
gg
4
8
:...:...:...:...:.. -; .
silt to Silty fine SAND (SM) loose to medium dense
4
:...;...
5
5
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3
20
SS
9
10
19
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-
.....
9
2
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........................
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20
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...........
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......................:...
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5
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11
.......:...:...:...:...:...
10
q
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74
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q
43
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.;.'
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19
24
15
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6
8
24
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20
0
-s
—
9
24
SS
1
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2
3
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:...:...:...:...:...:..
23
Gray, wet, Silty fine SAND (SM), very loose
z5
1
Boring terminated at 25 ft,
30
-15
-
10
..,..
35
-20
E C E I Y G
-.
Notes SS = Split Spoon Sample
57 = Shelby Tube Sample
D Q HA = Hand Auger Sample
�The initial .,ndaterreading may noto1?n.t fl, BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1565.

21
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BORING LOG
B M P-1
PROJECT; Post Office at Came LeJeune
CLIENT: Kroskin Design Group, P.C.
PROJECT LOCATION: Camp LeJeune North Carolina PROJECT NO.: EC08-295G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18' MSL
DRILLER: J. Brown (GET) LOGGED BY: P. Lankford, E.I.T.
DRILLING METHOD: Mud Rotary (wash) _ DATE: 9-11-08
DEPTH TO WATER - INITIAL*: -V 6' AFTER 24 HOURS: -T— CAVING> L
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TEST RESULTS
Plastic Limit I I Liquid Limit
Moisture Content - s
N-Value -
10 20 30 40 50 60 70
:...:...:...:...:...:...:...
:
t;
L
:...:...:...:...:...:...:...
:...:...:...:...:...:...:..
:...:...:...:...:...:...:...
:...:...:...:...:...
.
- ..
................
:...:...:...:...:. .:.
..:...:...:...:...:...:...:...
..:...:...�...:......
... ..,....................
0
0
49
]
5
g
]
24
38
21
0.
Tan -Gray, moist, poorly graded fine to medium SAND (SP-SM) with
silt to Silty fine SAND (SM) mixed with demolition debris (concrete,
stone, brick fragments, etc.)
Gray -Tan from 2 feet
2.
AIR
. -�i
rxt1:
;::;
} i
i
1
24
SS
1r
25
21
15
5
2
24
SS
3
a
3
2
Gray, moist, Silty fine SAND (SM) with clay to Silty, Clayey SAND
(SC-SM), loose to medium dense
Gray and wet from 4 feet
13
Gray, wet, poorly graded fine to medium SAND (SP) to poorly grade
fine to medium SAND (SP-SM) with silt, dense
10
3
24
SS
3
a
2
4
20
5S
3
5
5
5
24
SS
2
a
q
10
4
6
19
SS
6
15
17
5
15.::.
7
15
SS
16
22
20
o
Boring terminated at 15 ft.
20
25
-10
30
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS =Bulk Sample
PAGE 1 of 9 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

di
GET
Gv:rrtnfrW • rrrbrnn mj- rrulnq
BORING LOG
T-1
PROJECT: Post Office at Camp LeJeune_
CLIENT: _Kros_kin Design Group, P.C.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC08-295G
BORING LOCATION: See Attached_ Boring Location Plan SURFACE ELEVATION: 16.5' MSL
DRILLER' J. Meads LOGGED BY: P. Lankford, E.I.T.
DRILLING METHOD: Test Pit Excavation DATE.: 9-8-08
DEPTH TO WATER - INITIAL*: -2- AFTER 24 HOURS: v CAVING> C.
o
��
n
w g
M `
am
m m
E
L
CL
m a�
Description
o
�
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o
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in
�,
a7
E 0
m
�,
ca
E
l'
wm
o
m Q
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j
z
o
ry
a
a
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
—
15
a
�-
z
Tan, moist, poorly graded fine to medium SAND (SP-SM) to Silty fin
SAND (SM), loose
.
.
'
...:...:...:...:...:...:...:. ..
-
...:...:...:...:...:...:...:.
:
=
Black, moist, Silty fine SAND (SM) mixed with organics, loose
—
—
so
Gray -Tan, moist, Silty fine SAND (SM), loose
5
Boring terminated at 4 ft.
rz C
DEC 1
owf
PROD
V
1a
5
4
15
6
20
B
-5
25
30
-1Q
-15
-
-
Notes, SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of i Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

v
GET
`
cn r.,: aa.�.cr�ui.raun.S
BORING LOG
T-2
PROJECT: Post Office at Camp LeJeune
CLIENT: Kroskin Design Grou , P.C-
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC08-295G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17' MSL
DRILLER: J. Meads LOGGED BY: P. Lankford, E.I.T.
DRILLING METHOD: Test Pit Excavation DATE: 9-8-08
DEPTH TO WATER - INITIAL*: - AFTER 24 HOURS: CAVING -"
c
C
wp
m
E
C
D25Cflj]tlon
2
C
CL
Z
al Q7
o
y
o
m a
�,
M
z
o
TEST RESULTS
Plastic Limit F I Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
Q
0
_
2
Tan, moist, Poorly graded fine to medium SAND (SP-SM) with silt
and mixed with stone, loose
_..:. - .:...
...: ...:...:.".:... :...........
..:...:...:...:...:...:...:...
.. ....... .. . ... ... ..
Gray -Tan, moist, Silty fine SAND (SM), loose
5
Boring terminated at 4 ft.
10
q
5
15
6
25
LO
10
30
-15
-20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the frefd in generai accordance with ASTM 0 1565.

d
GET
ten..-:.:•�R�Fmnsi.rcet»q
BORING
BORING LOG
T-3
PROJECT: Post Office at Camp LeJeune
CLIENT: Kroskin Design Groin, P.C.
PROJECT LOCATION: Camp LeJeune, North Carolina "PR OJECT NO.: EC08-295G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 16.5' MSL
E.I.T.DRILLER: J. Meads LOGGED BY: P. Lankford, E.I.T.R
DRILLING METHOD: Test Pit Excavation DATE: 9-8-08
DEPTH TO WATER - INITIAL*: -7- AFTER 24 HOURS: r- CAVING> -C_
o
m
N
w�
5L °'
o• m
oa'
Description
a
`a
C7
° o
m
Q ?
, 0
rn��
a °'
F
`°
m n
a,
oo
`„
o
TEST RESULTS
Plastic Limit 1-1 Liquid Limit
Moisture Content- go
N-Value -
10 20 30 40 50 60 70
—
1e
—
fl
o
Gray, moist, poorly graded fine to medium SAND (SP-SM) with silt
and mixed with stone, loose
. ....
.
. .............. ................
:...:...:...:...:...:...:...
'
:...:...:...:...:...:...:...
..
Gray -Tan, moist, Silty fine SAND (SM), loose
5
Boring terminated at 4 ft.
E C `r
DEC 10 c�,:�
DW Q
PROD #
_
to
4
6
5
15
0
20
6
25
10
30
35
15
-20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater Cgjg�aa jagg not be indica live of the-sfatia-groundwater teval WOH = Wejaht pf Hamm"
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1585.

Gl
GET
Gro�nhn:ral•Trslronmen:nl•irsttns
BORING LOG.
T-4
PROJECT: Post Office at Camp LeJeune _
CLIENT: Kroskin Design Group, P.C.
PROJECT CATION: Camp LeJeune, North Carolina _
LOCATION: PROJECT NO.: EC08-295G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 16.5' MSL
DRILLER: J. Meads 4 W LOGGED BY: P. Lankford, E.I.T.
DRILLING METHOD: Test Pit Excavation DATE: 9-8-08
DEPTH TO WATER -INITIAL*: -V- AFTER 24 HOURS: v CAVING I-
C _
m J
�u
N
Q m
Q m
E
a- �,
o m
Description
a
'�
O
CL o
m Z
E o
���
�'
s>3
'
o CO
m o-
m
Z
oo
v
o
TEST RESULTS
Plastic Limit !-i Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
15
a
0
2
1.5 feet of TOPSOIL
'
..
...:...:...:...:... :...:...:...
.. :...:...:...:...:...:..:...
.................. ............
..:...:...:...:...:...:...:...
-
..,..
1.5
Gray-Tan, moist, poorly graded fine to medium SAND (SP-SM) with
silt to Silty fine SAND (SM), loose
Boring terminated at 4 ft.
10
10
q
6
5
15
0
-5
25
-10
10
35
20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

Y TO SYMBOLS
II 0 Symbol Description
Strata symbols
Fill
Silty Sand
Poorly graded Sand
`"`''
with Silt
Clayey Sand
Silty Clayey Sand
Silty Sand
I=E with organics
Poorly graded Sand with
silt and Uncontrolled Fill
Topsoil
Misc. Symbols
sz Water table during
drilling
Notes:
1. Exploratory borings were drilled on 9-8-08 using a
4-inch diameter continuous flight power auger.
2. No free water was encountered at the time of drilling or
when re -checked the following day.
3. Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
4. These logs are subject to the limitations, conclusions, and C E J,y
recommendations in this report_ n
DEC 10 2008
5. Results of tests conducted on samples recovered are reported
on the logs. DWQ
PpOJ #

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JUJATIX'011 VA.77.7

KEY TO SYMBOLS
Symbol Description
Strata symbols
Ed Fill
In Silty Sand
FFTTPoorly graded Sand
with Silt
Clayey Sand
Silty Clayey Sand
Misc. Symbols
Water table during
drilling
Notes:
1. Exploratory borings were drilled on 9-11-08 using a
4-inch diameter continuous flight power auger.
2. No free water was encountered at the time of drilling or
when re -checked the following day.
3. Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
4. These logs are subject to the limitations, conclusions, and
recommendations in this report.
5. Results of tests conducted on samples recovered are reported
on the logs.

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KEY TO SYMBOLS
Y
A
Symbol Description
Strata symbols
Silty Sand
Silty Sand
rwith organics
Poorly graded Sand with
silt and Uncontrolled Fill
Topsoil -
j Notes:
1. Exploratory borings were drilled on 9-8-08 using a
4-inch diameter continuous flight power auger.
2. No free water was encountered at the time of drilling or
when re -checked the following day.
43. Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
�4. These logs are subject to the limitations, conclusions, and
recommendations in this report.
I5. Results of tests conducted on samples recovered are reported
on the logs.

APPENDIX IV -
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET
ECEI VED
DEC 10 2039
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APPENDIX V -
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
E C E I V E=
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DEC 10 2:.u0
DW Q
P ROJ #

GET
r
Grale Ywiral � G�n•o��mrn�n! • Tneirrg
Virginia Beach Office
204 Grayson Road
Virginia Beach, VA 23462
[phone]
Williamsburg Office
1592 Penniman Rd. Suite E
Williamsburg, Virginia 23185
[phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Standard Penetration Test (SPT), N-value
Elizabeth City Office
504 East Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Tests (SPT) were performed in the field in general accordance with ASCM D 1586. The soil samples were obtained with a
standard 1.4" 1.D., 2" O.D., 30" long split -spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches. The number of
blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown an the
boring logs. The sum of the second and third penetration increments is termed the SPT N-value.
NON COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations)
' Relative Densit
Very Loose
4 blows/ft. or less
Loose
5 to 10 blows/ft.
Medium Dense
11 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 1/2 to 1 inch diameter
Fine 1/4 to 1/1 inch diameter
Sand
Coarse 2.00 mm to 1/4 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 mm
(cannot see particles)
CLASSIFICATION SYMBOLS (ASTM D 2487 andD 2488)
come —Grained Soils
More than 5045 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 Said
SP - Poorly graded Sand
SW-SM - Weil -graded Sand w/Silt
SW -SC - Well -graded Sand w/Clay
SP-SM - Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand w/Clay
SM - Silty Sand
SC - Clayey Sand
SC-SM - Silty, Clayey Sand
Fine -Grained Soils
50% or more passes the No. 200 sieve
CL - Lean Clay
CL-ML - Silty Clay
ML - Silt
OL - Organic Clay/Silt
Liquid Limit 50%orgreater
CH - Fat Clay
MH - Elastic Silt
OH - Organic Clay/Silt
Flighly Organic Soils
PT - Peat
COHESIVE SOILS
(CLAY, SI LT and Combinations)
Consistency
Very Soft 2 blows./ft. or less
Soft 3 to 4 blow,,/ft.
Medium Stiff 5 to 8 blows/ft.
Stiff 9 to 15 blows/ft.
Very Stiff 16 to 30 blows/ft.
Hard 31 blowslft, or more
Relative Proportions
Descriptive 'Perm Percent
Trace 0-5
Few 5-10
Little 15-25
Some 30-45
Mostly 50-100
Strata Changes
In the column "Description" on the boring log, the horizontal
lines represent approximate strata changes.
Groundwater ReadinEs
Groundwater conditions will vary .with environmental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
man-made influences, such as existing swales, drainage
ponds, underdrains and areas of covered soil (paved parking
lots, side walks, 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, SNI, SC
5 to 12 percent Borderline cases requiring dual
symbols
6D
Plasticity Chart
Page 1 of 1 0 10 20 30 40 53 60 70 80 90 100
GET Revision 12112fp7 UQUID LIMIT (LL) {%)

P (01I1
'
North Carolina Department of Environment and
Natural Resources
Request for Express Permit Review
NCDENR
IA&6 rr
For DENR Use ONLY
Reviewer: G 0
Submit: LA
Time: i • `��- sl �1
Confirm: 1 t"
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(Dncmail.net K\1-10 "'a P.
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(fncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 orpatrick.progan0mcmail.net
• Washington Region -Lyn Hardison 252-946-9215 orlyn.hardison(@mcmay.net
• Wilmington Region -Janet Russeil.910-350-2004 orlanetrussell(obricmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day
Project Name: POSTAL_ FACILITY, MCAS, NEW RIVER County: ONSLOW
Applicant: CART_ H. BAKER, P.E. Company: MCB CAMP LEJEUNE
Address:1005 MICHAEL RDCity: CAMP LEJEUNE, State: NC Zip: 28547
Phone: [phone] Fax:[phone] Email: carl.h.baker(@usmc.mil
Project Drains into NEW RIVER waters -- Water classification SC, NSW (for classification see-
hfto://h2o.enr,state.nc.us/bims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within '/z mile and draining to class SA waters N or
within 1 mile and draining to class HOW waters? N
Engineer/Consultant: C. ALLAN_BAMFORTH, P.E., L.S Company: C. ALLAN BAMFORTH, JR, R
Address: 2207 HAMPTON BOULEVARD City: NORFOLK, State: VA Zip: 23517 D
Phone: [phone] Fax::[phone] Email: [e-mail] NOV 2 5 2008
(Check all that apply)
DWQ
rrsv.f �
❑ Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
❑ Stream Origin Determination: # of stream calls - Please attach TOPO map marking the areas in questions
® State Stormwater ❑ General ❑ SFR,
❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _
# Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond T # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems
El High Dens ity—Stormwater Wetlands _ # Treatment Systems
® High Density -Other 1 # Treatment Systems
® MODIFICATION ❑ REVISIONS SW 805081 (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill
❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development
❑ Marina. Development ❑ Urban Waterfront
❑ Land Quality ® Erosion and Sedimentation Control
Plan with 0.84 acres to be disturbed.,(CK # (for DENR use))
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW
❑ Wetlands (401): Check all that apply
Isolated wetland on Property ❑ Yes ❑ No
Wetlands on Site ❑ Yes ® No
Buffer Impacts: ❑ No ❑ YES: acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No
Minor Variance: ❑ No ❑ YES
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
Major General Variance ❑ No ❑ YES
404 Application in Process wI US ALOE: ❑ Yes ❑ No
401 Application required: ❑Yes ❑ No if YES, ❑ Regular
Permit Received from US ACOE ❑ Yes ❑ No
Perennial, Blue line stream, etc on site ❑ yes ❑ No
For DENR use only
Fee Split for multiple permits: (Check# j
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance ❑ Ma'; ❑ Min)
$
SW ❑ HD, ❑ LD, ❑ Gen
$
401:
$
LQS
$
Stream Deter,_
$
C'0 rP-' C_d }-D o+ fr on
NCDENR EXPRESS January 2008

RL: Postal Facility, MCAS New River, Camp Lejeune
Subject: RI:: Postal Facility, MCAS New River, Camp Lejcune
From: "Gregory L. Herron" <glh a bamforth.com>
Date: Tue, 25 Nov 2008 15:04:18 -0500
To: "Janet Russell" <Janet.Russellanemail.net>
Janet,
I have attached a revised Express Request to show the stcrmwater and
erosion and control meeting request.
Yes. This is for a modification to the existing permit SW8 050817.
Mr. Damforth will not be available December 3rd.
Thanks,
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
-----original Message -----
From: Janet Russell[mailto:[e-mail]
Sent: Monday, November 24, 2000 9:05 AM
To: Gregory L. Herron
Subject: Re: Postal Facility, MCAS New River, Camp Lejcune
Greg: '
The Express Request we have on hand from the scoping meeting should be
updated to reflect a stormwater & erosion control submittal meeting
.request. You are requesting a modification to Sw8 05080 P-647 New
River Water Treatment Facility right?
I've attached a blank form in case you need one.
Thanks,
Janet
Gregory L. Herron wrote:
I Janet,
We would like to schedule an express review meeting for stormwater and
erosion and sediment control for the Post Office at Camp Lejeune. I
have attached a revised stormwater narrative to address the comments
of the scoping meeting. Are there any other documents required to
schedule the review meetings?
Gregory L. Herron
C. Allan Ramforth, Jr.
Engineer -Surveyor, Ltd,
757-627--7079
757-625-7434 fax
[e-mail]
Content -Description: REQUES"r FOR EXPRESS-1 12508.doc
REQUEST FOR FXPRESS_112508.doc Content -Type: application/msword
Content -Encoding: base64
�E C E I V EDD
NOV 2 5 2008
DWQ
PROJ #
l of 1 1 1/25/2008 3:46 PM

Postal Facility, MCAS New River, Camp Lejeune
Subject: Postal Facility, MCAS New River, Camp Lejcune
From: "Gregory L. Herron" <glh i bamforth.com>
Date: Mon, 24 Nov 2008 08:52:13 -0500
To: <janet,russell rr ncrnail.net>
Janet,
We would like to schedule an express review meeting for stormwater and erosion and sediment control
for the Post Office at Camp Lejeune. I have attached a revised stormwater narrative to address the
comments of the scoping meeting. Are there any other documents required to schedule the review meetings?
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434fax
[e-mail]
Content -Description: Stormwater narrative_I 1 1908.doe
Stormwater narrative_I 11908.cloc Content -Type: application/msword
f Content -Encoding: hasc64
NOVE C E I IV I'D
2 4 2008
PRoJ # DWO
1 of 1 1 1/24/2008 8:56 AM

Construct New Post Office
MCAS New River
Camp Lejeune, North Carolina
Stormwater Management
The project site is located in the southwest quadrant of the intersection of Curtis Road
and Bancroft Street within the Camp Lejeune military installation MCAS New River,
North Carolina.
The proposed project is a single -story Post Office Facility and associated parking area
and sidewalks. The structure will have a foot print area of approximately 4,500 square
feet. The project site is 0.84 acres. The total impervious area for the site is 0.41 acres or
48%. The receiving stream for this project is the New River in the White Oak River
Basin, Stream Class SC.
A portion of the project site is included in the drainage area for existing Stormwater
Permit No. SW8 050817 that was approved for the P-647 New River MCAS Water
Treatment Facility. This Permit was approved in a letter dated September 29, 2005. A
portion of the site overlaps the Permit's Drainage Area 2 to the Vortechs unit and adds
additional area.
.Existing Conditions
The existing site consists of open sand and/or grass covered area with isolated areas of
minimal surface demolition debris. At one time the existing site had building and
pavement areas totaling 0.46 acres, some of which have been removed (see attached P-
647 New River MCAS Water Treatment Facility, demolition site plan CD102). 'rhe site
is relatively level with less than 1-foot change in elevation in 50 feet. All land disturbing
activity will take place on site within the limits of the project. The proposed site does not
have any Buffer requirements and is not located within a Buffer.
Stormwater Information
The existing site has an underground storm piping system. A portion of the proposed
stormwater will drain by swales to an existing ditch along Bancroft Street. The remaining
Stormwater will drain to the existing stormwater system through a series of pipes and
catch basins and into a Vortechs unit. The existing Vortechs unit is a model 4000 with a
design system capacity of between 4.5 — 6.0 cfs. The area draining to the unit includes
the existing drainage area with the addition of our site for a total area of 1.81 acres at
58% impervious. The design storm is 1.5 inches. The total calculated flow to the
Vortechs system is 1.51 cfs, which is below 4.5 cfs. There is no off -site drainage onto
the site and all built upon area will be collected. Road construction across other property
will not be necessary to access the site. E C E I V ED
NOV 2 4 2008
DWQ
PROJ #

about blank
November 26, 2008
Postal Facility, INICAS, Ncw River
Gentlemen:
The Express Stormwater submittal meeting for the postal facility has been scheduled with Christine Nelson on December 4, 2008 at 1:30 P11 here in
the Wilmington Regional Office, Ms. Rhonda Hall with Express Land Quality (sediment) will also be available to meet at 1:30.
If you have sample data from the Vortechs Unit, please bring it to the December 4th meeting. Also, please review the Stormwater submittal
requirements, attached. Note that plans should be submitted folded to 9" x 14" in order to tit our file system.
Please respond ASAP to confirm and reserve the meeting date and time.
Thank you,
Janet Russell
Express Coordinator
of 1 11/26/2008 9:22 AM

RE: Postal Facility, MCAS, New River
Subject: RE: Postal Facility, MCAS, New River
From: "TowlerCIV David W" <david.towlerausntc.mil>
Date- Wed, 26 Nov 2008 l 1:02:57 -0500
To: "Janet Russell" <Janel.Russell a nemail.net>, <dwe a bamForth.com>, "Gregory L. Herron" <gl1i a bamforth.com>
December 4 at 1:30 pm is good for me, I'll be there.
V1r,
David w, Towler, EI
Marine Corps Base, Camp Lejeune
Civil Engineer
Public Works Division, Bldg 1005
Civil Design Branch
Phone: [phone] ext. 3284
-----Original message --
From: Janet Russell[mailto:[e-mail]
Sent: Wednesday, November 26, 2006 9:23
To: [e-mail]; Gregory L. Herron; Towler CIV David w
Subject: Postal Facility, MCAS, New River
November 26, 2008
*Postal Facility, MCAS, New River*
Gentlemen:
The Express Stormwater suhmittal meeting for the postal facility has been
scheduled with *Christine Nelson on December 4, 2000 at 1:30 PM* here in the
Wilmington Regional office. Ms. Rhonda Hall with Express Land Quality
(sediment) will also be available to meet at 1:30.
If you have sample data from the Vortechs Unit, please bring it to the
December 4th meeting. Also, please review the stormwater submittal
requirements, attached. Note that plans should be submitted folded to 9" x
14" in order to fit our file system.
Please respond ASAP to confirm and reserve the meeting date and time.
Thank you,
Janet Russell
Express Coordinator
I of 1 1 1/26/2008 12:39 PM

RE: Postal Facility, MCAS, New River
Subject; RE. Postal Facility, MCAS, New River
From: "Gregory L. Herron" <g1h rr bamforih.com>
Date: Wed, 26 Nov 2008 10:20:35 -0500
To: "Janet Russell" <Janet.Russella ncmai1.net>
CC: "Anna Lee Bamforth" -alb a bamforth.coni>
Janet,
Please reserve this date and time for Mr. Bamforth.
Also, would you forward a copy of the Vortechs Unit plans for our
records.
Thanks,
Gregory L. Herron
C. Allan Bamfcrth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
-----Original Message -----
From: Janet Russell[mailto:[e-mail]
Sent. Wednesday, November 26, 2DOB 9:23 AM
To: David Campbell; Gregory L. Herron; Towler GS05 David W
Subject: Postal Facility, MCAS, New River
November 26, 2008
-Postal Facility, MCAS, New River*
Gentlemen:
The Express Stormwater submittal meeting for the postal facility has
been scheduled with *Christine Nelson on December 4, 2008 at 1:30 PM*
here in the Wilmington Regional Office. Ms. Rhonda hall with Express
Land Quality (sediment) will also be available to meet at 1:30.
If you have sample data from the Vortechs Unit, please bring it to the
December 4th meeting. Also, please review the stormwater submittal
requirements, attached. Note that plans should be submitted folded to
9" x 14" in order to fit our file system.
Please respond ASAP to confirm and reserve the meeting date and time.
Thank you,
Janet Russell
Express Coordinator
I of 1 1 1/26/2008 12:58 PM

RL: Postal facility, MCAS, New River
Subject: RE: Postal Facility, MCAS, New River
From: "Balog CIV David J" <david.balog a usmc,mil>
Date: Fri, 7 Nov 2008 13:14:50 -0500
To: <janet.russcll a ncmail.nct>
CC: "Balog CIV David J" <david.baloga usmc.mil>, "Humes CIV Kenneth" <kenneth.humes a usmc.mil>, "Raper CIV Patricia H"
<patricia.rtper ri usmc.mil>, "Acosta CTR Lauren D" <laurcn.acosta.ctr a usme.mil>, "'fowler CIV David W" <david.towler a usmc.mil>,
<james.j.burns u navy,mil>, <marvin.Lcartero navy.mil>
Janet,
Per our phoncon this morning, the drainage area associated w/ the MCAS water
treatment plant Vortechs unit is being treated via the underground BMP. No
sampling data has been collected, to date, due to the absence of vegetation
in the permitted drainage area.
You had recommended that due to DWQ review of the subject project that we
expedite stabilization of the adjacent area by sod or an aggressive seeding
schedule. I will forward your recommendations to the MCAS OICC office and
request expedited stabilization of this drainage area so that monitoring of
the unit can begin. (Tom/Jim........ As this project is still under
warranty, could you accommodate the State's recommendations?)
Base will contact DWQ upon collection of the split samples. If you have any
questions in the interim, please let me know.
V/R
Dave Balog
Environmental Protection Specialist
Marine Corps Base Camp Lejeune
Installations 6 Environment
Environmental Management Division
Environmental Assessment Section
Phone: [phone]
Mobile: [phone]
-----Original Message -----
From: Balog CIV David J
Sent: Thursday, November 06, 2008 8:00
To: Humes CIV Kenneth; Raper CIV Patricia H; Acosta CTR Lauren D
Subject: FW: Postal Facility, MCAS, New River
-----Original Message -----
From: Towler CIV David W
Sent: Thursday, November 06, 2008 7:49
To: Gregory L. Herron; [e-mail]: 'Janet Russell'
Cc: Balog CIV David J
Subject: HW: Postal Facility, MCAS, New River
Janet/Greg,
It appears that the project was just finished so the Vortechs Unit sampling
hasn't begun yet.
V/r,
David W. Towler, EI
Marine Corps Base, Camp Lejeuno
Civil Engineer
Public works Division, Bldg 1005
Civil Design Branch
Phone: [phone]B ext-3284
-----Original Message -----
From: Balog CIV David J
Sent: Wednesday, November D5, 2008 13:09
To: Towler CIV David W
Cc: 'marvin.t.carter@nav .mil'; '[e-mail]'; Humes CIV
Kenneth; Raper CIV Patricia H; Acosta CTR Lauren D
Subject: RE: Postal Facility, MCAS, New River
Dave,
This project was closed out/BOD'd in late June 08. Permanent seeding
schedules were applied that same month but to date a satisfactory stand of
vegetation has not been established. As the drainage area to the Vortechs
unit has not been stabilized, the monitoring requirements outlined in
paragraph 1, section III of cur permit are not yet effective........ thus no
sampling data has been ccl.lected.
The MCAS Water Treatment Facility is still under warranty so I have
forwarded this email to the MCAS OICC office to ask if they can have the
contractor apply a temporary/winter seed mix/fertilizer/lime to the area to
stabilize the Vortechs drainage area. Once a stand of vegetation has been
I of2 11/7/2008 1:21 PM

FW: Postal Facility, MCAS, New River
.* , -..
Subject: FW: Postal Facility, MCAS, New River
From: "Towler CIV David W" <david.towler a usmc.niil>
hate: Thu, 6 Nov 2008 07:48:45 -0500
To: "Gregory L. Herron" <glh a bamforth.cotn>, <dwc a batnforth.com>, "Janet Russell" <Janet.Russel l a ncmail.net>
CC: "Balog CIV David J" <david.bulog a usmc.mil>
Janet/Greg,
It appears that the project was just finished so the Vortechs Unit sampling
hasn't begun yet.
V/r,
David W. Towler, EI
Marine Corps Base, Camp Lejeune
Civil Engineer
Public Works Division, Bldg 1005
Civil Design Branch
Phone: [phone] ext. 3284
-----original Message -----
From: Balog CIV David J
Sent: Wednesday, November 05, 2008 13:09
To: Towler CIV David W
Cc: '[e-mail]'; '[e-mail]'; Humes CIV
Henneth; Raper CIV Patricia H; Acosta CTR Lauren D
Subject: RE•. PostaL Facility, MCAS, New River
Dave,
This project was closed out/BOD'd in late June 08. Permanent seeding
schedules were applied that same month but to date a satisfactory stand of
vegetation has not been established. As the drainage area to the Vortechs
unit has not been stabilized, the monitoring requirements outlined in
paragraph 1, section III of our permit are not yet effective........ thus no
sampling data has been collected.
The MCAS Water Treatment Facility is still under warranty so I have
forwarded this email to the MCAS OICC office to ask if they can have the
contractor apply a temporary/winter seed mix/fertilizer/lime to the area to
stabilize the Vortechs drainage area. Once a stand of vegetation has been
established and a representative rain event occurs, Base will forward split
samples to DWQ as required under section III of this permit's monitoring
requirements.
If you have any questions or concerns in the interim, please let me know.
V/R
Dave Balog
Environmental Protection Specialist
Marine Corps Base Camp Lejeune
Installations & Environment
Environmental Management Division
Environmental Assessment Section
Phone: [phone]
Mobile: [phone]
-----Original Message -----
From: Towler CIV David W
Sent: Wednesday, November 05, 2008 8:07
To: Balog CIV David J
Subject: FW: Postal Faci.Lity, MCAS, New River
-----Original Message -----
From: Janet Russell[mailto:[e-mail]
Sent: Tuesday, November 04, 2008 15:37
To: Gregory L. Herron; [e-mail]; Towler CIV David W; Carter, Marvin
T CIV NAVFAC Atlantic, JAXNCA
Subject: Postal Facility, MCAS, New River
November 4, 2008
•Postal Facility, Air Station
Gentlemen:
The Express Stormwater Scoping meeting has been scheduled with 'Christine
Nelson on November 13, 2D08 at 1:30 PM* here in the Wilmington Regional
Office.
The associated permit for the P-647 water treatment plant, SW8 050817, has a
wet detention pond and a Vortechs Unit for stormwater treatment.
The proposed project narrative for the postal facility indicates that the
Stormwater runoff will be treated by the Vortechs Unit. The existing
Stormwater permit has monitoring requirements for the Vortechs Unit.
However, there are no reports in the file. Please forward us copies of the
l of 2 1 1/6/2008 3:40 PM

1 W: Postal Facility, MCAS, New River
r
monitoring reports for this Unit as specified in the stormwater permit.
Copies of the reports should be received in time for us to review them prior
to the November 13th meeting. If you wish you may fax them to my attention,
910 350-2004, and I will get them to Water Quality/Linda Lewis for review.
Please respond within 2 business days to confirm and reserve the scope
meeting date.
Thanks,
Janet Russeli
Express Permitting
2 of2 1 1/6/2008 3:40 PM

P - LpLk-1 KC A& I.Tc._)j U o_e LJ f rs C:0 f tJ
6 \�a 0-5d$ k-1 For DENR Use ONLY
North Carolina Department of Environment and Reviewer: cellslj
A Natural Resources Submit: -13
NCDENR Request for Express Permit Review Time: __r_ _sO
Confirm: AL_(P__*
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative site plan (POF file and vicinit ma same items expected in the aigglication package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(a-ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.leenatcmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.Aronan(ftcmail.net C E >E
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(ftcmail.net
• Wilmington Region -Janet Russell 910-350-2004 orianet.russell ncmail.net OC� 3 4 70
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: POSTAL_ FACILITY, MCAS NEW RIVER,; County, ONSLOW DWQ
Applicant: CARL H. BAKER P.E. Company: MCB CAMP LEJEUNE PBOJ #
Address: 1005 MICHAEL RDCity: CAMP LEJEUNE, State: NC Zip: 28547 '�r &TC_C',-s
Phone:[phone] Fax:[phone] Email: cad. h,bakerz_usmc.mil
Project Drains into NEW RIVER waters — Water classification SC,_NSW (for classification see-
hftp://h2o.enr.state.nc.us/bims/reports/reportsWB.htm1)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within'/z mile and draining to class SA waters N or
within 1 mile and draining to class HOW waters? N
Engineer/Consultant: C. ALLAN BAMFORTH, P.E., L.S Company: C. ALLAN BAMFORTH, JR.
Address: 2207 HAMPTON BOULEVARD City: NORFOLK, State: VA Zip: 23517
Phone: [phone] Fax::[phone] Email: dwcp_bamforth.com
(Check all that apply)
® Scoping Meeting ONLY 1 ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
❑ Stream Origin Determination: # of stream calls — Please attach TOPO map marking the areas in questions
❑ State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site (SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
ElHigh Density -Bio-Retention ^ # Treatment Systems ❑ High Dens ity—Stormwater Wetlands _ # Treatment Systems
❑ High Density -Other — # Treatment Systems ❑ MODIFICATION ❑ REVISIONS SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (for DENR use))
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW
❑ Wetlands (401): Check all that apply
Wetlands on Site ❑ Yes ❑ No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
404 Application in Process wl US ACOE: ❑ Yes ❑ No
Permit Received from US ACOE ❑ Yes ❑ No
Fee Split for multiple permits: Check#
isolated wetland on Property ❑ Yes ❑ No
Buffer Impacts: ❑ No ❑ YES: acre(s)
Minor Variance: ❑ No ❑ YES
Major General Variance ❑ No ❑ YES
401 Application required: ❑Yes ❑ No If YES, ❑ Regular
Perennial, Blue line stream, etc on site ❑ yes ❑ No
For DENR use only
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
LAMA
$
Variance ❑ Ma'; ❑ Min
1
$
SW ❑ HD, ❑ LD, ❑ Gen
$
401:
$
LQS
1 $
Stream Deter,_
$
NCDENR EXPRESS January 2008

r
11111: Camp.b.ejeune Postal Facility
Subject: RE: Camp Lejeunc Postal Facilily
From: "Gregory L. Herron" <glh a bamrorlh.com>
Dale: Tue, 4 Nov 2008 15:33:28 -0500
To: "Tower CIV David W" <david.lowler a usmc.mil>
CC: <[e-mail]>
Thanks David. Revised narrative attached.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
-----Original Message -----
From: Towler CIV David W [mailto:[e-mail])
Sent: Tuesday, November 04, 2008 2:31 PM
To: Gregory L. Herron
SubjecL: RE: Camp Lejeune Postal Facility
Greg,
You need to change your narrative. In the narrative you state the site
drains to Slocum Creek on the Neuse River Basin. That is at MCAS Cherry
Point. Your site is at MCAS New River and is in the White Oak River
Basin.
Both sites are classified SC waters. If you have any questions just let
me know.
V/r,
David W. Towler, EI
Marine Corps base, Camp Lejeune
Civil Engineer
Public Works Division, Bldg 1005
Civil Design Branch
Phone: [phone] ext. 3284
-----original Message -----
From: Gregory L. Herron [mailto:[e-mail])
Sent: Tuesday, November 04, 2008 14:24
To: Towler CIV David W
Cc: [e-mail]
Subject: FW: Camp Lejeune Postal. Facility
David,
I forgot to copy you on this email earlier.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
glhebamEorth.com
From: Gregory L. Herron
Sent: Tuesday, November 04, 2008 11:09 AM
To: Janet Russell (janet.russeliencmaii.net)
Subject: Camp Lejeune Postal Facility
Janet,
Here is the site plan and a revised stormwater narrative.
Please let me know if you have any questions.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-1434 fax
[e-mail]
of 11/4/2008 5:08 PM

Postal Facility
Marine Corps Air Station
New River, North Carolina
Stormwater Management
The project site is located in the southwest quadrant of the intersection of Curtis Road
and Bancroft Street within the Camp Lejeune military installation MCAS New River,
North Carolina.
The proposed project is a single -story Post Office Facility and associated parking area
and sidewalks. The structure will have a foot print area of approximately 4,500 square
feet. The project site is 0.84 acres. The total impervious area for the site is 0.41 acres or
48%. The receiving stream for this project is
Stream Class SC. �JV;,�,r_ 0p4k-,
The project site is included in the drainage area for existing Stormwater Permit
No. SW8 050817 that was approved for the P-647 New River MCAS Water Treatment
Facility. This Permit was approved in a letter dated September 29, 2008. Our site is part
of Drainage Area 2 that drains to the Vortechs unit. The post -developed impervious area
on the Post Office Facility site is less than what was included in the permit submittal. ,
Existing Conditions
The existing site consists of open sand and/or grass covered area with isolated areas of
minimal surface demolition debris. At one time the existing site had building and
pavement areas totaling .46 acres, some of which have been removed. The site is
relatively level with less than 1-foot change in elevation in 50 feet. All land disturbing
activity will take place on site within the limits of the project. The proposed site does not
have any Buffer requirements and is not located within a Buffer.
Stormwater Information
The existing site has an underground storm water system. All runoff from the current site
drains into this system and then through a Vortechs system. A portion of the proposed
stormwater will drain by swales to an existing ditch along Bancroft Street. The remaining
stormwater will drain to the existing stormwater system through a series of pipes and
catch basins. There is no off -site drainage onto the site and all built upon area will be
collected. Road construction across other property will not be necessary to access the
site.
E C E I V E n
NOV 0 4 2008
V
DWQ
PROD #

4
I
6 �
� N
Total Impervious Area=19,809 Square Feet
roP-s.au
Aw A1'am1-.no a so
Aw Par(L ss3 `
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RE: Postal Facilityrr New River
Subject: RE: Postal Facility rr New River
From: "Gregory l.. Oerron" <glh rr bamforlh,com>
Date: Tue, 4 Nov 2008 08:23:48 -0500
To: "Janet Russell" <]anct.Russel I a nctnai1.net>
Janet,
Please find attached the stormwater narrative and vicinity map
for the Postal Facility project at New River MCAS, Camp Lejeune as
requested.
The site plan is being completed and will be sent by email later today.
Gregory L. Herron
C. Allan aamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
-----Original Message --_--
From: Janet Russell(mailto:[e-mail]]
Sent: Monday, November 03, 2008 11:33 AM
To: David Campbell; Gregory L. Herron
Subject: Postal Facility @ New River
November 3, 2008
Gentlemen:
We received the Express Request for the Postal Facility @ the New River
Air Station on October 30. However, we haven't received a stormwater
narrative, vicinity map or any type of site plan. Do you have more
information that you can forward' It helps us prepare for a scope
meeting if we know the particulars of the project.
Thanks,
Janet Russell
Express Coordinator
i
Content -Description: Vicinity Map_]03108.pdf
Vicinity elan 103108.pdf Content -'type: application/octet-stream
Content -Encoding: basc64
Content -Description: Stormwaternarrative_110408.doc
Stormwater narrative_110408.docl� Content -Type: application/msword
Content -Encoding: basc64
R
CEIVE1
NOV 0 4 2008
PROD ti
DWQ
Iofl
1 1/4/2008 8:48 AM

Seoping Meeting for a Postal Facility, Camp Lejeune, NC
Subject: Seoping Meeting for a I'oslal Facility, Camp Lejeunc, NC
From: "Gregory L, Herron" <glh a barn rorth. com>
Date: Thu, 30 Oct 2008 12:19:53 -0400
To: <janet.russell a ncmai1.net>
CC: " David W.Towier " <david.towler a usmc.mil>
Hi Janet,
We would like to schedule a scoping meeting for a Postal Facility project at MCAS, New River, Camp Lejeune.
Please find attached an Express Request. November 4th and 12th are not available dates.
Thank you,
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434fax
[e-mail]
Content -Description: REQUEST I.OR EXPRESS_103008.doe
REQUEST FOR rXPRESS_103008.doc Content 'Type: application/msword
Content -Encoding: base64
I of 1 10/30/2008 1:43 PM

about:blank
Novetnber 3, 2008
Gentlemen:
We received the Express Request for the Postal Facility a the New River Air Station on October 30. However, we haven't received a stormwater
narrative, vicinity map or any type of site plan. Do you have more information that you can forward? It helps us prepare for a scope meeting if we
know the particulars of the project.
Thanks,
Janet Russell
Express Coordinator
l of 1 11/3/2008 11:33 AM

RE: Postal -Facility @ New River
Subject: RE: Postal Facility rr New River
From: "Gregory L. Herron" <glh a batnlorth.com>
Oak: Mon, 3 Nov 2008 1 L36:26 -0500
To: "Janet Russell" <Janet.Russell tr ncmail.nct>
CC: "David Calnpbell" <dwc u bamf'orth.com>
Janet,
I will be sending the stormwater narrative and vicinity map this
afternoon.
The site plan .pdf may not he available until tomorrow.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
-----Original Message -----
From: Janet Russelltmailto:Janet.Russellencmail.netl
Sent: Monday, November 03, 2006 11:33 AM
To: David Campbell: Gregory L. Herron
Subject: Postal Facility @ New River
November 3, 2008
Gentlemen:
We received the Express Request for the Postal Facility @ the New River
Air Station on October 30. However, we haven't received a stormwater
narrative, vicinity map or any type of site plan. Do.you have more
information that you can forward? It helps us prepare for a scope
meeting if we know the particulars of the project.
Thanks,
Janet Russell
Express Coordinator
of 1 11/3/2008 1 1:58 AM

about:blank
November 4, 2008
Postal Facility, Air Station
Gentlemen:
The Express Stormwaler Scoping meeting has been scheduled with Christine Nelson on November 13, 2008 at 1:30 1'M here in the Wilmington
Regional Office.
The associated permit for the 11-647 water treatment plant, SW8 050817, has a wet detention pond and a Vortechs Unit for stormwater treatment. The
proposed project narrative for the postal facility indicates that the stonmwater runoff will be treated by the Vortechs Unit. The existing stormwater
permit has monitoring requirements for the Vortechs Unit. However, there are no reports in the rile. Please forward us copies of the monitoring reports
for this Unit as specified in the stormwater permit. Copies of the reports should be received in time for us to review them prior to the November 13th
meeting. If you wish you may fax them to my attention, 910 350-2004, and I will get them to Water Quality/Linda Lewis for review.
Please respond within 2 business days to confirm and reserve the scope meeting date.
Thanks,
Janet Russell
Express permitting
l of I 11/4/2008 3:36 PM

RL: Postal -Facility, MCAS, New River
Subject: RE Postal Facility, MCAS, New River
From: "Towler CIV David W" <david.lowlerrr usmc.mil>
Daft: Thu, 6 Nov 2008 09:22:29 -0500
To: "Janet Russell" <lanet.Russell a ncmail.ttet>, "Gregory L. l lerron" <glh a bamforth.com>, <dwc a bamforth,corn>, "Carter, Marvin T CIV
NAVPAC Atlantic, JAXNCA" <marvin,l.cnrter rr navy.mil>
Janet,
Thursday November 13 is good for me. I'll he there.
V/r,
David W. Towler, EI
Marine Corps Base, Camp Lejeune
Civil Engineer
Public Works Division, Bldg 1005
Civil Design Branch
Phone: [phone] ext. 3264
-----Original Message -----
From: Janet Russell[mailto:[e-mail]]
Sent: Tuesday, November 04, 2008 15:37
To: Gregory L. Herron; [e-mail]; Towler CIV David W; Carter, Marvin
T CIV NAVFAC Atlantic, JAXNCA
Subject: Postal Facility, MCAS, New River
November 4, 2008
'Postal Facility, Air Station
Gentlemen:
The Express Stormwater Scoping meeting has been scheduled with *Christine
Nelson on November 13, 2008 at 1:30 PM• here in the Wilmington Regional
Office.
The associated permit for the P-647 water treatment plant, SWB 050817, has a
wet detention pond and a Vortechs Unit for stormwater treatment.
The proposed project narrative for the postal facility indicates that the
stormwater runoff will be treated by the Vortechs Unit. The existing
stormwater permit has monitoring requirements for the Vortechs Unit.
However, there are no reports in the file. Please forward us copies of the
monitoring reports for this Unit as specified in the stormwater permit.
Copies of the reports should be received in time for us to review them prior
to the November 13th meeting. If you wish you may fax them to my attention,
910 350-2004, and I will get them to water Quality/Linda Lewis for review.
Please respond within 2 business days to confirm and reserve the scope
meeting date.
Thanks,
Janet Russell
Express Permitting
1 of 1 1 1/6/2008 12:54 PM

WE: Postal Facility, MCAS, New River
Subject: RE: Postal Facility, MCAS, New River
From: "Gregory L. Herron" <glh tt bamforth.com>
Date: Wed, 5 Nov 2008 08:41:52 -0500
To: "Janet Russell" <[e-mail]>
Janet,
Please reserve the date and time for Mr. Bamforth.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
-----Original Message -----
From: Janet Russell tmailto:[e-mail]
Sent: Tuesday, November 04, 2008 3:37 PM
To: Gregory L. Herron; David Campbell; Towler GS05 David w; Carter,
Marvin T CIV NAVFAC Atlantic, JAXNCA
Subject: Postal Facility, MCAS, New River
November 4, 2008
*Postal Fac.tlity, Air Station
Gentlemen:
The Express Stormwater Scoping meeting has been scheduled with
*Christine Nelson on November 13, 2008 at 1:30 PM* here in the
Wilmington Regional Office.
The associated permit for the P-647 water treatment plant, SW8 050817,
has a wet detention pond and a Vortechs Unit for stormwater treatment.
The proposed project narrative for the postal facility indicates that
the stormwater runoff will be treated by the Vortechs [snit. The
existing stormwater permit has monitoring requirements for the Vortechs
Unit. However, there are no reports in the file. Please forward us
copies of the monitoring reports for this Unit as specified in the
stormwater permit. Coptes of the reports should be received in time for
us to review them prior to the November 13th meeting. If you wish you
may fax them to my attention, 910 350-2004, and 1 will get them to Water
Quality/Linda Lewis for review.
Please respond within 2 business days to confirm and reserve the scope
meeting date.
Thanks,
Janet Russell
Express Permitting
1 of 1 1 ll6/2008 9:00 AM

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