SW8111108_HISTORICAL FILE_20111118

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 CIA 1 Q g
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
201 \ \ \ 18
YYYYMMDD

. . ,
exr�
w
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
November 18, 2011
Commanding Officer
USMCB Camp Lejeune
c/o Carl Baker, Deputy Public Works Officer
Building 1005 Michael Rd.
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 111108
P-705 Perimeter Street Parking Garage
High Density Commercial Sand Filter Project
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received a complete, modified State Stormwater Management Permit
Application for P-705 Perimeter Street Parking Garage on November 17, 2011. Staff review of the plans
and specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Session Law 2006-246, Session Law 2008-21 1 and Title 15A NCAC 2I-I.1000.
We are forwarding Permit No. SW8 1 1 1 108 dated November 18, 2011, for the construction, operation
and maintenance of the built -upon areas and BMP's associated with the subject project.
This permit shall be effective from the date of issuance until November 18, 2021, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150B of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of
this permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee
is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC
27699-6714, or via telephone at 919-431-3000, or visit their website at www.ncoah.com. Unless
such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis at [phone].
Sincerely,
a2 Coleen Fi. Sullins, Director
Division of Water Quality
GDS/arl: S:\WQS\Stormwater\Permits & Projects\2011\111108 HD\2011 11 permit 111108
cc: C. Allan Bamforth, Jr., P.E.
David Towler, USMCB Camp Lejeune
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Service: 1-877-623-6748
1�rOne 1
Phone: [phone] FAX: [phone] \ Customer
Internet:v .nmaterquality.org
1 V Ortt,l lCarolina
a'n {urry//',

State Stormwater Management Systems
Permit No. SW8 111108
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL 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 Officer USMCB Camp Lejeune
P-705 Perimeter Street Parking Garage
Perimeter St., Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of one (1) closed Sand Filter in compliance
with the provisions of Session Law 2006-246, 2008-211 and 15A NCAC 2H .1000
(hereafter referred to as the "stormwater rules') and the approved stormwater
management plans and specifications and other supporting data as attached and on file
with and approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until November 18, 2021, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 of this permit. The stormwater control has been
designed to handle the runoff from 138,198 square feet of impervious area.
The sand filter will be limited to the treatment of that amount of built -upon area
indicated in Section 1.2 and Section 1.7 of this permit, and as shown on the
approved plans and drainage area map. The built -upon area for the future
development is limited to 8,000 square feet..
4. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the appropriate permitted stormwater control
system.
The grated cover over the sediment chamber is designed for H-10 loading
because the filter is not subject to traffic loads. The sand chamber has no cover.
The project shall provide a 50 foot wide buffer adjacent all surface waters,
measured horizontally from and perpendicular to the normal pool of
impoundments, the top of bank of both sides of rivers and streams, and the mean
high water mark of tidal waters.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 111108
7. The following design criteria have been permitted for the proposed sand filter and
must be provided and maintained at design condition:
Design Criteria
DA 1
a. Drainage Area: acres
-Onsite, ft2
-Offsite, ftz
3.43
149,469
0
b. Total BUA, ftz
138,198
c. Design Storm, in.
1.5
d. Adjusted WQV, ff
12,326
e. Provided WQV, ff :
12,778
f. HMax, feet
2.29
g. Bypass Weir Elevation, fmsl
20.79
h. Top of Sand Elevation, fmsl
18.5
i. Bottom elevation, FMSL
16.0
'. SHWT Elevation, FMSL:
18.00
k. Sand Filter Area, ftz
5,580
I. Sediment Area, As, ft
3,780
m. Sand Area Af, ft
1,800
n. Underdrain dia. (<40 hrs.)
6"
It. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety and
operational for its intended use prior to the construction of any built -upon surface.
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
4. 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.
The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in its
entirety and maintenance must occur at the scheduled intervals including, but not
limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
6. The facilities shall be constructed in accordance with the approved plans and
specifications, the conditions of this permit, and other supporting data.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 111108
.7. 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.
8. Clear and unobstructed access to the stormwater facilities shall be maintained at
all times.
9. 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.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. 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.
e. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. A copy of all application documents, the approved plans, and specifications shall
be maintained on file by the Permittee at all times.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director.
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.
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, 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.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 111108
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.
The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
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 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
11. 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 modified and reissued this the 18th day of November 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 111108
P-705 Perimeter Street Parking Garage
Stormwater Permit No. SW8 111108
Onslow County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 111108
Certification Requirements:
.1. The drainage area to the BMP contains approximately the permitted
acreage.
2. The drainage area to the BMP 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 appropriate BMP.
4. All roof drains are located such that the runoff is directed into the system
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A grated cover is provided on the sediment chamber side.
8. A solid cover is provided on the sand chamber side.
9. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
10. The permitted amounts of filter chamber surface area and sediment
chamber surface area have been provided.
11. The required volume can be contained in the sand filter.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
David Towler, Camp Lejeune
Page 7 of 7

DWQ USE ONLY
Date Received
Fee Paid
Yermit Num
//-/ -
Amp.— 5
Applicable Rules: ❑ Coastal SW - 1995 ❑ Coastal SW - 2008 ❑ Ph 11- Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form ntay be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Perimeter Street Parking Garage
2. Location of Project (street address):
City:MCAS New River, Camp Lejeune County:Onslow Zip:28547
3. Directions to project (from nearest major intersection):
East on Douglas Rd. from Rt. 17. Turn right on Canal Street. Turn left on Perimeter Street
4. Latitude:34° 42' 35.64" N Longitude:77° 27' 26.28" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ®Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density NHigh Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major NSedimentation/Erosion Control: 6.5 ac of Disturbed Area
❑NPDES Industrial Stormwater 0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
Fonn SWU-101 Version 07Jun2010 Page I of
Cli I VED
NOV 1 4 2011
BY:

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:Commanding Officer, Marine Corps Base, Camp Leieune
Signing Official & Title:Mr. Carl H. Baker, Jr., P.E., Deluty Publiic Works Director
b. Contact information for person listed in item 1 a above:
Street Address:1005 Michael Road
City:MCB Camp Lejeune State:NC Zip:28547
Mailing Address (if applicable):1005 Michael Road
City:CB Camp Leieune State:NC Zip:28547
Phone: (910 ) 451-2213 Fax: (910 ) 451-2927
Email:[e-mail]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/i
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if applicable):
City: State
Phone: ( ) Fax:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization: Mr. David Towler
Signing Official & Title:Mr. Carl H. Baker, Jr., P.E., Deputy Publiic Works Director
b.Contact information for person listed in item 3a above:
Mailing Address: Public Works Division, Building 1005, Civil Design Branch
City:MC13 Camp Lejeune State:NC Zip:28547
Phone: (910 ) 451-3238 ext. 3284 Fax: ( )
Email: david. [e-mail]
4. Local jurisdiction for building permits: N/A - Federal Property
Point of Contact: Phone #: ( )
R1
Form SWU-101 Version 07Jun2010 Page 2 of 6 N IV 1 4 2011
BY:

I.V. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater will drain to an inlet and wing system to an underground concrete
sedimentation and sandfilter BMP. The BMP discharge to an existingdrainage rainage ditch.
2. a. If claiming vested rights, identify the supporting documents provided and the date they Were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit _ Issued Date:
❑ Other: Date:
b.lf claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW - 7995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 6.5 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area':6.5 acres
Total project area shall be calculated to exclude the folloeoirrg fire normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal u)etlaruds landzward of the NHW (or MHW) line vuny
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 48.8 %
9. How many drainage areas does the project have?l (For high density, count 1 for each proposed engineered
stornrzwater BMP. For low density and other projects, use 1 for flue whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Draina e Area 1
Draina e Area
Draina e Area
Draina e Area _
Receiving Stream Name
New River
Stream Class *
Si?
1
Stream Index Number *
19{7 I�
Total Drainage Area (so
149,469
On -site Drainage Area (so
149,469
Off -site Drainage Area (so
0
Proposed Impervious Area** s
138,198
% Impervious Area** total
93
Impervious** Surface Area
Drainage Area 1
Drainage Area
Drainage Area
Drainage Area _
On -site Buildings/Lots (so
449,45F I171
$
On -site Streets (so
4,8M531
On -site Parking (so
0
On -site Sidewalks (so
-69-1 1-759
Other on -site (so
5,952
Future (so
8,000
Off -site (so
0
Existing BUA*** (sO
0
Total (sO:
138,198
* Stream Class and Index Number call be determined at: lrttp://portal.ucdenr.org oeb/mp/ps/csu/classifications
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Report only that amount of existing BUA that will remain after development. Do rot report any icxisting-BUA-that
is to be removed and which will be replaced by nezo BUA. _E' C EJ. V��
Form SWU-101 Version 07Jun2010 Page 3 of 6 NOV 1 4 2011

***Report only that amount of existing BUA that will remain after development. Do not report ally existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
No off -site innpervious areas
Proiects in Union County: Contact DIIQ Central Office staiflo check ifthe project is located Nithin a Threatened &
Endangered Species watershed that may be subject to more stringent stornmarler requirements as per ACAC 02B.0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal ncdenr orbweb/wq/ws/su/bmp-manual.
Vl. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http�//portal ncdenr org/web/wq/ws/su/statesw/forms does. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at http•//portal ncdertr.org/wLbZWqZWS/SL1 /maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http //portal ncdenr ors+/web/wq/ws/su/statesw/forms does.
hmtials
1. Original and one copy of the Stormwater Management Permit Application Form. AO `, . /
2. Original and are copy of the signed anti notarized Deed Restrictions & Protective Covenants � J
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http'/ /www.envhelp ss org/pages/onestopexprehhnl for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within hk mile of the site boundary, include the'h
mile radius on the map. _
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
I. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
Form SWU-101 Version 07Jun2010 Page 4 of 6
N/A V'-- or&
A u—
A L. 4
N/ tt rVt�
A Lb
PRECEYVEl1�
NOV 1 4 2011
BY:

n: Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SH WT elevations (Please identify a'Lti
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration 13N1Ps, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit far DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: N/A Page No: N/A N/A
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC N/A
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1 a, 2a, and/or. 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
httu: / /www.secretarv.state.nc.us/Corporations/CScarch.aspx
Vll. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
http'//portnlncdenrorg/web/wq/ws/su/statesw/forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holders) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Anna Lee Bamforth P.E. L.S. LEED AP
Consulting Firm: C. Allan Ban -forth Jr.,Engineer-Survevor Ltd
Mailing Address:2207 Hampton Boulevard -
City:Norfolk State:VA Zip:23517
Phone: [phone] Fax: [phone]
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) certify that I
own the property identified in this permit application, and thus give permission to (print at, hype name of person
listed in Contact Information, item la) with (print or h./pe name of organization listed in
Contact Information, item la) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
RECMUVRID�
Form SWU-101 Version 07Jun2010 Page 5 of h
L l 4 2011
-----

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
a Notary Public for the State of County of
do hereby certify that
before me this _ day of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
I, (print or hype name ofperson listed in Contact Informmtion, item 1a) Lai 1 H Baler
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective co enants will be reco ded, and that the proposed project complies with the requirements of the
applicable stor w ter rules ynderNAAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Date: /D -C —/
I,y V f o, t V 0 ( (-I S a Notary Public for the State of J&r- f1 CCtfo 1 I na , Countyof
n ! o do hereb certify that 020t( I N. Ey-tt<e—(' personally appeared
before me this _ day of f a 0/1 , and ackn wledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, .«
SEAL
My commission expires
Form SW U-101 Version 07Jun2010 Page 6 of 6
NOV 1 4 2011
BY: ---- —

MEMORY TRANSMISSION REPORT
*w `
FILE NO.
607
DATE
11:21
12:59
TO
S 917 57 62 57434
DOCUMENT PAGES
8
START TIME
11.21
12:59
END TIME
11.21
13:00
PAGES SENT
8
STATUS
OR
*** SUCCESSFUL TX NOTICE
TIME :11-21-'ll 13:00
FAX NOA :910-350-2004
NAME :DENR Wilmington
***
sr.ro nr No.ee eoroun®
o<n.n moor or Eovlronmmr .na n.wr.+ a...,ur«.
wum+o¢mo Rc�+oe.� om«
ao...y t...:. rns..., co.<roor FAX OVER SHE E"1' Daw A«.non. 3ac.oury
Dme: /�J��z"� —// No. Po6n. (oxcl. covarY
Co: �p�l "�r�• �� � P6ona: (910) "�9G-']336
n.;..o ca.....:o.., ,.... :..r —. No a..os - [v.o) v9c-a a -. n'.., nm...... ". n..,i— E-0-,

State of North Carollina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Fares Perdue, Governor FAX COVER SHEET DeeFreeman, Secretary
Date: �� / No. Pages (excl. cover):
To: %L ��,tJ° From: Jo Casmer
Co: �%1%1 T//�T �' �n � Phone: [phone]
Fax: /j/J! �/— L — 7 �L /Fax: [phone]
Re:
127 Cardinal Drive Extension, Wilmington, NC 28405 0 [phone] o An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME :11-21-'ll 13:04
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
FILE NO.
608
DATE
11.21 12:59
TO
8 919104512 97 6
DOCUMENT PAGES
8
START TIME
11.21 13:01
END TIME
11.21 13:04
PAGES SENT
8
STATUS
OR
*** SUCCESSFUL TX NOTICE ***
S•vn of Norte Caro//va
Dnpsrtmena of 8nvtron mev/ and Na a/ Rraouraer
wuo./natnn Rq!/nna/ om�
de.�arQ. F.o.w POMra. C varnnr FAX COVER SIiEE'S IMB lM1err.nn. 3ncrn/ary
To: GA/G �i�.E � /� From: Jo Cnsmor

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date:
To: GAS �Ae
Fax: �/� _ 7 -w->�
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 o [phone] o An Equal Opportunity Affirmative Action Employer

<, y
Q
C. ALLAN BAMFORTH, JR.
ENGINEER -SURVEYOR, LTD.
OFFICE:
MAILING ADDRESS
2207 HAMPTON
BLVD. P.O. BOX 6377
NORFOLK,
VA 23517 NORFOLK, VA 23508
PHONE: [phone]
FAx:[phone]
E-mail: [e-mail]
To: NCDENR
Wilmington Regional Office
127 N. Cardinal Dr.
Express Permits
Wilmington, NC 28405
WE ARE SENDING YOU
THE FOLLOWING ITEMS: El Attached
❑ Shop Drawings ❑ Prints
❑ Specifications ❑ Copy of Letter
LETTER OF TRANSMITTAL
DATE: November 15, 2011
JOB 11.026
A'rm Ms. Linda Lewis
RE: Perimeter Street
Parking Garage
MICAS New River
❑ Under separate cover via
0 Plans
❑ Reports
0 Calculations
❑ Other
COPIES
DATE
NO.
DESCRIPTION
2
FULL SIZE REVISED PLANS
THESE ARE TRANSMITTED AS CHECKED BELOW:
❑ For Your Use
0 As Requested
REMARKS: Ms. Lewis,
❑ For Approval ❑ Shop Drawing Action as Noted
0 For Review & Comment
Storm pipe 25 to 26 was deleted from the stone schedule on sheet no. CG002.
COPY TO: Anna Lee ►Bamforth, P.E., L.S., LEED AP
RECT7_1`VED
NOV 1 7 Z011
BY:

k..
PERIMETER STREET PARKING GARAGE
MCAS NEW RIVER
CAMP LEJUENE, NORTH CAROLINA
Stormwater Narrative:
The project site is located within the Marine Corps Air Station New River military installation at
Camp Lejeune, North Carolina.
The purpose of this project is to construct a four story precast concrete parking garage with
access ramps and two passenger elevators. The garage will contain 22 handicapped, 52
motorcycle, and 958 regular spaces. The structure will have a total footprint of approximately
90,000 square feet. The garage will be constructed to the east of Perimeter Street and over a
segment of Canal Street. The primary entrance and exit to the facility will be by way of a
relocated portion of Canal Street. Secondary one-way entry and exit will be provided from
Perimeter Street. An accessible sidewalk will be provided from the northwest comer of the
structure to Perimeter Street. Construction activities include clearing and grubbing, demolition
of existing pavement, excavation, stormwater piping and structures, stormwater management
BMP, utilities, grading, pavement and landscaping.
Site Conditions
The proposed project site consists of approximately 6.5 acres of wooded areas along the
southwestern portion of the air station and 6.5 acres of disturbed area. The project site is gently
sloping generally from the westerly to the easterly direction within the proposed construction
area, with site elevations ranging from approximately 16 to 22 feet above MSL. An existing
asphalt paved road (Canal Street) is bordered on each side by large drainage swales and is
located within the footprint of the proposed parking garage. Cut and/or fill operations are not
expected to exceed about 5 feet in order to establish the design grade elevations. As an
exception, as much as 10 feet of fill will be required to establish final grade elevations in the
isolated low lying drainage swales which are located within the construction areas.
Stormwater
This is a high density project. Stormwater management for the parking structure will be
provided using a concrete sand filter with a bypass structure. The bypassed water will enter into
another concrete chamber, which will serve as a detention basin. The parking structure footprint
is approximately 90,000 square feet. However, included in the drainage area is runoff from 10%
of each of the 3 bottom floors of the parking garage. This accounts for runoff from water that
enters in through the side openings of the garage and gives a total square footage of
approximately 117,178 draining to the BMP from the garage. The total drainage area to the
BMP is approximately 3.25 acres with 0.18 acres of future impervious included in the design.
This gives a total design drainage area of 3.43 acres with 3.17 acres of impervious. Fourteen
areas drain via the proposed storm piping system to the new BMP. The discharge from the
detention area, as well as any flow that bypasses the BMP, will drain to an existing ditch. The
receiving stream for this project is Southwest Creek in the White Oak Basin, Stream Class C,
IIPage
NOV 1 4 2011

PERIMETER STREET PARKING GARAGE
MCAS NEW RIVER
CAMP LEJUENE, NORTH CAROLINA
NSW, stream index number 19-17-(0.5). The proposed BMP is a closed sand filter and is
designed according to the North Carolina Division of Water Quality, Stormwater Best
Management Practices Manual, July 2007. No wetlands exist on the site. There is no off -site
runoff coming onto the site. Road construction across other property will not be necessary to
access this project.
Soil Conditions
The results of the field exploration indicated the presence of 3 to 5 inches of
topsoil at the soil boring locations. Beneath the surficial topsoil, the native subsurface soils
recovered at the boring locations and extending to the boring termination depth of 15 feet below
current grades, generally consisted of SAND (SM, SC-SM) with varying amounts of Silt and
Clay. As an exception, a deposit of"Lean" CLAY (CL) with varying amounts of sand was
encountered at boring B-4 from 2 to 6 feet below existing site grades. The Standard Penetration
Test (SPT) results, N-values, recorded within the granular soils ranged from 3 to 26 blows -per -
foot (BPF), indicating a very loose to medium dense relative density. The Standard Penetration
Test (SPT) results, N-values, recorded within the cohesive soils ranged from 6 to 10 blows -per -
foot (BPF), indicating a medium stiff to stiff consistency.
The groundwater level was recorded at the boring locations and as observed through the wetness
of the recovered soil samples during the drilling operations. The initial groundwater table was
measured to occur at a depth of about 9.0 feet below the existing site grades (elevation of about
8.0 MSL) at the boring B-3 and B-4 locations. Groundwater was not encountered at boring 13-1
and B-2 locations at the time of drilling to depths explored which is likely due to the influence of
a deep drainage swale located in the immediate vicinity of these borings. The variation in
groundwater depths are anticipated to have been contributed by the variations in existing site
grade elevations and the associated distance between boring locations. The boreholes were
backfilled upon completion for safety considerations. As such, the reported groundwater levels at
these locations may not be indicative of the static groundwater level. Also, the soils recovered
from boring 13-1 through B-4 locations were visually classified to identify color changes to aid in
indicating the normal estimated Seasonal High Water Table (SHWT). It is noted that soil
morphology may not be a reliable indicator of the SHWT. However, color distinctions (from
orangish brown and tan to light gray and orangish brown; slightly mottled orangish brown -gray
to slightly mottled gray-orangish brown) were generally observed within the soil profile of soil
samples collected at the location of borings 13-1 through B-4. As such, the normal SHWT depth
was estimated to occur at depths ranging from approximately 4 to 5 feet (borings 13-1 and B-2,
respectively) and 3 feet (borings B-3 and B-4 locations) below the existing site grades.
It should be noted that perched water conditions may occur throughout the site during
periods of heavy precipitation and/or during the wet season. The perched condition is
anticipated to occur in areas where shallow subsurface clayey soils were encountered.
NOV 1 4 Z011 I 2 1 P a g c

PERIMETER STREET PARKING GARAGE
MCAS NEW RIVER
CAMP LEJUENE, NORTH CAROLINA
These soils will act as a restrictive layer allowing excessive moisture to accumulate within the
overlying granular soils. The seasonal high groundwater table in the vicinity of the BMP was
found to be around elevation 18.0.
�: i�:;C�Ij,TED
NOV l 4 Z011
BY:_---
31Page

°
\`P
C. ALLAN BAMFORTH, JR.
ENGINEER -SURVEYOR, LTD.
OFFICE:
MAILING ADDRESS
2207 HAMPTON
BLVD. P.O. Box 6377
NORFOLK,
VA 23517 NORFOLK, VA 23508
PHONE: [phone]
FAx:[phone]
E-mail: [e-mail]
To: NCDENR
Wilmington Regional Office
127 N. Cardinal Dr.
Express Permits
Wilmington, NC 28405
WE ARE SENDING YOU
THE FOLLOWING ITEMS: 0 Attached
LETTER OF TRANSMITTAL
DATE: November 11, 2011
JOB 11.026
ATTN: Ms. Linda Lewis `
RE: Perimeter Street '
'Parking Garages
MCAS1NNew River (jam
�I✓ � IIaal I I
V�
❑ Under separate cover via
❑ Shop Drawings ❑ Prints 0 Plans 0 Calculations
❑ Specifications ❑ Copy of Letter ❑ Reports ❑ Other
COPIES
DATE
NO.
-DESCRIPTION
1
STORMWATER PLRMITSUBMITTAL
2
FULL SIZE PLANS
THESE ARE TRANSMITTED AS CHECKED BELOW:
❑ For Your Use ❑ For Approval ❑ Shop Drawing Action as Noted
0 As Requested 0 For Review & Comment g g}
T-?.._'�;IVFiPI'
REMARKS: �' NOV 1 4 2011
BY: �
COPY TO: Anna Lee Bamforth, P.E., L.S., LEER AP

For DENR Use ONLY pp
�� Reviewer (—L2�
��� North Carolina Department of Environment and I1_ (. 1 d
Natural Resources Submit: 2 lJC
�
NCDENR Request for Express Permit Review Time: In t
Confirm: It 0 — Z0
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the protect location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(p)ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(a ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.grogan(a)ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or Ivn.hardison(u).ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or fanet.russell(p ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
TJo,) t , 2, 3
&kD:ov
dCelpy_­t,
Project Name: PERIMETER STREET PARKING GARAGE,County: ONSLOW 1�/C
Applicant: CARL H. BAKER JR., P.E. Company: MCB CAMP LEJEUNE nc 7
Address: 1005 MICHAEL RD MCB City: CAMP LEJEUNE, State: NC Zip: 28547-_ deS , I
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location: PERIMETER STREET, SOUTH OF DOUGLASS ROAD
Project Drains into SOUTHWEST CREEK waters— Water classification CNSW (for classification see-http://h2o.enr.state.nc.us/bims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: ANNA LEE BAMFORTH Company: C. ALLAN BAMFORTH, JR. CE�VED
Address: 2207 HAMPTON BLVD City: NORFOLK. Slate: VA Zip: 23517-_ OCT 1 8 2011
Phone: [phone], Fax: [phone]. Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SW
SW
SW
SW
SW
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater. ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bl Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
® High Density -Other 1 # Treatment Systems 7❑ MOD:[] Major [I Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
F ❑ Land Quality ® Erosion and Sedimentation Control Plan with 71 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooino and express meetina reauest
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: —acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr♦rrrrr rrrrrrrrrrrrrrrr Por DENR use only"*rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr
Fee Solit for multiole permits: (Check# 1 Total Fee Amount E
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
I
$
401:
$
LQS
1
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

SAND FILTER DESIGN User Input required
FILENAME: S:1WQS1Stormwaterlpermits & projects120111111108 HD12011 11 excel —SF 111108
Initial Run Date:
18-Nov-11
Reviewer:
L. Lewis
Last modified:
18-Nov-11
Project Number SW8
111108
PROJECT NAME:
Perimeter Street
Parking Garage - MCAS New River
Sand Filter #
1
2
3
4
5
6
Receving Stream
New River
Classification
SC
Index Number
19-7
Onsite DA
149469
sf
Offsite DA
0
sf
Total DA
149469
0
0
0
0
0
sf
Total DA acres
3.43
0.00
0.00
0.00
0.00
0.00
ac.
Structure
117168
sf
Street
5319
sf
SW
1759
sf
Other
5952
sf
Future
8000
sf
Total BUA
138198
0
0
0
0
0
sf
Runoff Cc
0.92
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
REQUIRED VOLUME CALCULATIONS
% Impervious
92.46%
#DIV/0!
#DIV/01
#DIV/0!
#DIV/0!
#DIV/0!
%
Rv factor, pre
0.05
0.05 .
0.05
0.05 :
0.05
0.05
Rv factor, post
0.882
#DIV/0!
#DIV/01
#DIV/0!
#DIV/0!
#DIV/01
Design Storm
in
1.5" volume
16481
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
cf
1 yr24 hr precip depth
in
1 yr 24 hr pre vol
N/A
0
0
0
0
0
cf
1 yr 24 hr post vol
N/A
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
cf
Post - Pre
N/A
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
cf
Total WQV
16481
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
cf
WQV to store
12361
#DIV/01
#DIV/01
#DIV/0!
#DIV/01
#DIV/01
cf
REQUIRED SURFACE AREAS
Designer's hmax
2.29
ft
As+Af required
5398
#DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 sf
Min. As
1088
#DIV/01 #DIV/0! #DIV/0! #DIV/0! #DIV/0! sf
Depth of Sand Bed
1.50
ft
Min. At
1609
#DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/0! sf
C
0.98
0.95
0.9
1
0.98
overwrite irnecessary

SURFACE AREAS & VOLUME PROVIDED CALCULATIONS
As provided 3780
Af provided 1800
As+Af provided = 5580 0 0 0 0
Min. As+Af prov? OK #DIV/01 #DIV/01 #DIV/01 #DIV/01
Weir elevation
18.5
Offline Bypass
20.79
Top of Sand Elev.
18.5
Hmax provided
2.22
Hmax Met?
YES
Bottom of Sed. Ch.
16
Volume provided
12778
Min. Vol. Prov?
YES
DRAWDOWN CALCULATIONS
1y24hr storm intensity
1y24 hr pre -peak flov
0
Orifice Diameter
6
Orifice Area
0.196
Avg H on Orifice
1.26
Min. 40 hour flowrate
0.11
Orifice flowrate
1.168
Time to drawdown
2.9
sf
sf
0 sf
YorN
fmsl
fmsl
#DIV/0! #DIV/01 #DIV/0! #DIV/0! #DIV/0!
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/01
0 0 0 0 0 cf
#DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01
in/hr from NOAA chart
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
cfs Q=CiA
in
0.000
0.000
0.000
0.000
0.000
sf ovcnvrite for non -circa
0.00
0.00
0.00
0.00
0.00
ft
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
cfs
0.000
0.000
0.000
0.000
0.000
cfs
#DIV/01
#DIV/01
#DIV/01
#DIV/01
#DIV/01
hrs must be <ao
NOTE- The 5.81 figure in the "Min. Af' area calculation assumes a 3.5 feet/day infiltration rate and a
40 hour drawdown time, which equates to 1.66 days. 3.5 x 1.66 = 5.81 feet.
Sediment Chamber Drain?
Note - the volume provided must be located above the surface of the sand, in the sand chamber
and above the weir in the sediment chamber. The volume of the sediment chamber below the weir
elevation is not included in the provided volume. Where an "offset" sand filter is provided, where
the sediment chamber is physically located above the sand chamber such that the sediment
chamber can draw down substantially into the sand chamber, then the volume of the sediment
chamber from the weir to 6" above the bottom can be included in the storage volume provided.

S Go
For DENR Use ONLY
RuV
North Carolina Department of Environment and m
m L!_ Lg
Natural Resources Time.
i.it 1 O
NCDENR Request for Express Permit Review me I t
Confirm:
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(a7ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(a)ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.urogan(a)ncmail net
• Washington Region -Lyn Hardison 252-946-9215 or/yn.hardisonnncmail.net
• Wilmington Region -Janet Russell910-350.2004 or'anet.russell(a)ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day
Permits of request
SW
SW
SW
SW
SW
IC' ..-) Or to'Ll
fn -Tues
Oce.p-
Project Name: P-705 PARKING GARAGE County:ONSLOW �e.v.� �� V� �•«f S�-,on ��,�`^S �r'H SLR Applicant: CARL H.BAKER JR. RE Company: MCB CAMP LEJEUNE
Address: 1005 MICHAEL RD MCB City: CAMP LEJEUNE, State: NC Zip: 28547
Phone: [phone], Fax: [phone], Email: [e-mail] � ` e`
Physical Location: PERIMETERSIREET. SOUTH OF DOUGLASS ROAD
Project Drains into SOUTHWEST CREEK waters —Water classification CNSW (for classification see-http://h2o.enr.state.nc.usfbims/reports/reportsWB.htmll
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: ANNA LEE BAMFORTH Company: C, ALLAN BAMFORTH JR
Address: 2207 HAMPTON BLVD City: NORFOLK, State: VA Zip: 23517
Phone: [phone], Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ IntermittentlPerennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
❑ State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility [I Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
[—]High Density -Other # Treatment Systems /❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permits)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality
® Erosion and Sedimentation Control Plan with 71 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both soopino and express meeting request
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: —acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
+++++++++++r++++++++++++++++++r+r+«+++++r♦+++++++++++r++I�or l)I:NR uu: only++r+++++++++++++«r+++r+++++++«++++++++++++++++++++«+++r♦+++•
Fee Solitformultiorer itst rChacke I r....i c....e�_.._.?
SUBMITTAL DATES
IFee
SUBMITTAL DATES
I Fee
CAMA
$
Variance (❑ Mal: ❑ Min)
$
SW (❑ HD, ❑ LD, ❑Gen)
$
4N
$
Los
I
Stream Deter,_
$

U
�
O
�
,dl
0
N
V,
0

5 Gof �J t—
C� 1 For DENR Use ONLY p, 1
•i (J l 11 Reviewer: ILL
A7jA
North Carolina Department of Environment and t0 Natural Resources / Sub
NCDENR Request for Express Permit Review Time: I t
Confirm: 9 - 2 3
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review.IAX 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(g),ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(a)ncmaiLnet
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.grogan(dncmaiLnet
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison((DncmaiLnet
• Wilmington Region -Janet Russell 910-350-2004 or janet.russell(ibncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Permits of request
SW
SW
SW
SW
SW
IO 3or10�
M —Tue5
Qc_e-P'•,
Project Name:_P-705PARKING GARAGE 'County: ONSLOW t ie W 'V—:,0CX
Applicant: CARL H. BAKER JR., P.E. -Company: MCB CAMP LEJEUNE
Address: 1005 MICHAEL RD MCB City: CAMP LEJEUNE, State: NC Zip: 28547
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Localion:PERIMETER STREET, SOUTH OF DOUGLASS ROAD
Project Drains into SOUTHWEST CREEK waters — Water classification CNSW (for classification see-hftp://h2o.enr.state.nc.usthims/reports/reportsWB html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y, mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: ANNA LEE BAMFORTH Company: C. ALLAN BAMFORTH. JR. _ �v�°
Address: 2207 HAMPTON BLVD City: NORFOLK, State: VA Zip: 23517-_ I ' ' -
Phone: [phone], Fax: [phone], Email: [e-mail] 1
SECTION ONE: REQUESTING A SCOPING MEETING ONLY SEP 2 2 2011
`® Scoping Meeting ONLY ®DWQ, ❑ DCM, ® DLR, ❑ OTHER: _
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
,❑ State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ® Erosion and Sedimentation Control Plan with 71 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
+++++++++rr++++++++++++++++++++++++++++++r++++++++++++++For DENR use only++++++++++rr+r++++++++++++r+rr++++++++++++++++++++rrr+++r+++
Fee Solit for multiole permits: (Check # 1 Tetar Fee a.e„rr.n t
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance ([IMaj; El min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401;
$
LDS
$
Stream Deter,_
I
$
NCDENR EXPRESS March 2009

P-705 PARKING GARAGE
MCAS NEW RIVER
CAMP LEJUENE, NORTH CAROLINA
Stormwater Narrative:
The project site is located within the Marine Corps Air Station New River military installation at
Camp Lejeune, North Carolina.
The purpose of this project is to construct a four story precast concrete parking garage with
access ramps and two passenger elevators. The garage will contain 22 handicapped, 52
motorcycle, and 958 regular spaces. The structure will have a total footprint of approximately
70,000 square feet. The garage will be constructed to the east of Perimeter Street and over a
segment of Canal Street. The primary entrance and exit to the facility will be by way of a
relocated portion of Canal Street. Secondary one-way entry and exit will be provided from
Perimeter Street. An accessible sidewalk will be provided from the northwest corner of the
structure to Perimeter Street. Construction activities include clearing and grubbing, demolition
of existing pavement, excavation, stormwater piping and structures, stormwater management
BMP, utilities, grading, pavement and landscaping.
Site Conditions
The proposed project site consists of approximately 7.1 acres of wooded areas along the
southwestern portion of the air station and 7.1 acres of disturbed area. The project site is gently
sloping generally from the westerly to the easterly direction within the proposed construction
area, with site elevations ranging from approximately 16 to 22 feet above MSL. An existing
asphalt paved road (Canal Street) is bordered on each side by large drainage swales and is
located within the footprint of the proposed parking garage. Cut and/or fill operations are not
expected to exceed about 5 feet in order to establish the design grade elevations. As an
exception, as much as 10 feet of fill will be required to establish final grade elevations in.the
isolated low lying drainage swales which are located within the construction areas.
Stormwater
This is a high density project. Stormwater management for the parking structure will be
provided using a concrete sand filter with a bypass structure. The bypassed water will enter into
another concrete chamber, which will serve as a detention basin. The total drainage area to the
BMP is approximately 3.1 acres. Included in the drainage area is the runoff from 10% of each of
the 3 bottom floors of the parking garage, accounting for runoff from water that enters in through
the side openings of the garage. Fourteen areas drain via the proposed storm piping system to
the new BMP. The discharge from the detention area, as well as any flow that bypasses the
BMP, will drain to an existing ditch. The receiving stream for this project is Southwest Creek in
the White Oak Basin, Stream Class C, NSW, stream index number 19-17-(0.5). The proposed
BMP is a closed sand filter and is designed according to the North Carolina Division of Witter
Quality, Stormwater Best Management Practices Manual, July 2007. No wetlands exist on the
IIPage

P-705 PARKING GARAGE
MCAS NEW RIVER
CAMP LEJUENE, NORTH CAROLINA
site. There is no off -site runoff coming onto the site. Road construction across other property
will not be necessary to access this project.
Soil Conditions
The soil field exploration indicated the presence of approximately I to 23 inches of topsoil
material at the boring locations. In addition, approximately 2 feet of "Fill" material was
encountered beneath the topsoil material at boring locations B-3, B-4, B-6, P-1, P-7, P-8, P-20,
BMP-8 and BMP-9. The fill material consisted of SAND (SM) and SILT (ML) with varying
amounts of Silt, Clay, Gravel and wood fragments. The fill material appears to have been
previously placed as part of prior construction activities associated with the existing facilities
located within the project area. The topsoil and fill material thicknesses are expected to vary at
other locations throughout the site. Underlying the topsoil and fill materials and extending to the
SPT boring termination depths of 15, 60 and 85 feet below the existing site grades, the natural
subsurface soils were generally comprised of SAND (SP, SM, SC, and SP-SM) with varying
amounts of Silt and Clay. The N-values recorded within these granular soils ranged from 2 to
100 blows -per foot (BPF) indicating a very loose to very dense relative density. Deposits of very
soft to very stiff CLAY (CL) and medium stiff to stiff SILT (ML) were encountered within this
stratum at varying depths between 0 to 23 feet below the existing site grade at boring locations
B-1, B-3 through B-6, B-10 through B-12, B-15, B-I6, BMP-1, BMP-2, BMP-4, P-1 through P-
3, P-10, P-1 I, P-13 through P-15, P-19, P-21, P-23 through P-25, P-27 through P-29, P-41, P-44,
P-52, P-53, P-56 and P-60.
Also, the soils recovered from boring BMP-I through BMP-12 locations were visually
classified to identify color changes to aid in indicating the normal estimated Seasonal High
Water Table (SHW"r). It is noted that soil morphology may not be a reliable indicator of the
SHWT. However, color distinctions (from tan to gray to tan and gray; brown to grayish
brown; orangish brown to light gray) were generally observed within the soil profile of soil
samples collected at the location of borings BMP-I through BMP-12. As such, the normal
SH WT depth was estimated to occur at depths ranging from approximately 4 feet (borings
BMP-1 through BMP-7); 6 feet (borings BMP-8 through BMP-10); 5 feet (boring BMP-I 1)
and 5.5 feet (BMP-12) below the existing site grades.
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial groundwater
table was measured to occur at depths ranging from 6 to 14.5 feet below the existing site
grades (elevations from about 9.5 to 10.5 MSL) at the boring locations. As an exception,
groundwater elevation at borings B-56 through B-59 was measure to occur at elevation 3.0
MSL which is likely due to the influence of a deep drainage Swale located in the immediate
vicinity of these borings. The variation in groundwater depths are anticipated to have been
contributed by the variations in existing site grade elevations and the associated distance
SEP 2 2 2011 2 1 P a g e
I

2 i 3
2 ' 3

P-705 PARKING GARAGE
MCAS NEW RIVER
CAMP LEJUENE, NORTH CAROLINA
between boring locations. As such, the reported groundwater levels at these locations may not
be indicative of the static groundwater level. The groundwater table in the vicinity of the BMP
was found to be around elevation 9.5.
C -VIVA D
SEP 2 2 2011
3 1 P a g e

CIVIL CALCULATIONS
PERIMETER STREET PARKING GARAGE
MARINE CORPS BASE CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
C. ALLAN BAMFORTH, JR..,
ENGINEER -SURVEYOR, L'n)
NORFOLK, VIRGINIA
October 2011
x�.C�-:IV lD
NOV 1 4 2011
Lry:5W71"1llG8
C A
��QyQ:o�k3S p��y
7 029841
uloi i�

s
BMP Calculations
NOV 1 4 2011
°2;

BMP CALCULATIONS
PERIMETER STREET PARKING GARAGE
MCAS, NEW RIVER, JACKSONVILLE, NC
NOVEMBER 3, 2011
Basis of Design: The project site is gently sloping generally from the westerly to the easterly direction
within the proposed construction area, with site elevations ranging from approximately 16 to 22 feet
above MSL. An existing asphalt paved road (Canal Street) is bordered on each side by large drainage
swales and is located within the footprint of the proposed parking garage. The Parking Garage project
constructs a four story precast concrete parking garage with access ramps and two passenger elevators.
The structure will have a total footprint of approximately 90,000 square feet. Included in the drainage
area is the runoff from 10% of each of the 3 bottom floors of the parking garage, accounting for runoff
from water that enters in through the side openings of the garage. This gives a total square footage of
approximately 117,178 draining to the BMP from the garage. The garage will be constructed to the east
of Perimeter Street and over a segment of Canal Street. The existing site is primarily wooded. The total
drainage area to the BMP is approximately 3.25 acres with 0.18 acres of future impervious included in
the design. This gives a total design drainage area of 3.43 acres with 3.17 acres of impervious.
The water quality BMP provided is a closed sand filter with a detention area. It is designed so that the
water initially fills the sediment basin and then the sand filter. The remaining volume for runoff
restriction will enter into a third concrete chamber, which will serve as a detention basin. The discharge
from the detention area, as well as any flow that bypasses the BMP, will drain to an existing ditch. Time
of concentration was found using Seelye's Chart for overland flow and Kirpich Chart for ditch flow.
Underdrain piping was sized using Darcy's Law and shall be designed to carry 2 —10 times the maximum
flow. BMP calculations were performed using the Haestad Methods "Pond Pack" software and the
backup reports are attached.
Regional Requirements: Quality volume was determined using the runoff volume from the first inch and
a half of rain. Quantity volume was calculated to restrict the flow to predeveloped conditions for the
Wilmington 10-year storm event. Calculations have also been performed using the 1-year, 24- hour
storm, Soil Group B. It is in conformance with North Carolina Division of Water Quality "Stormwater
Best Management Practices Manual, July 2007".
LID: Low -impact development is designed to mimic the predevelopment hydrologic conditions through
various control functions. It is stated in the LID guidelines, that the design storm event shall be the 95th
percentile rainfall depth or the required water quality depth as defined by State or local requirements,
whichever is more stringent. In addition, the BMPs shall be designed to control all storm events, as
stipulated by Local and State regulations, to handle the peak rate and/or volume of discharge. LID has
been met by implementing the following:
Peak Runoff Rote Control: Using a combination of a sand filter and detention basin, the outflow for the
10-year storm event has been restricted to pre -developed conditions per the State of North Carolina.
I�R �lv
Page 1 of 3 NOV 1 4 2011
BY:-_____

BMP CALCULATIONS
PERIMETER STREET PARKING GARAGE
MCAS, NEW RIVER, JACKSONVILLE, NC
NoVEMBER 3, 2011
Water Quality Control. The State of North Carolina uses the 95th percentile storm for their water quality
design. Therefore, a 1.5 inch design rainfall depth has been used and will satisfy both Regional and LID
requirements.
Area of Garage & Entrances —Sand Filter
Water Quality Volume
Use "Simple Method"
Impervious Area: C = 0.95 CN = 98
Garage = 117168 sf
Other Impervious = 13030 sf
Future Impervious = 8000 sf
Total Impervious Area = 130198 (current) + 8000 (future) = 138198 sf or 3.17 ac
Total Grass = 11441 sf = 0.26 ac C = 0.30 CN = 69
Runoff Coefficient = Rv = 0.05 + 0.009 (1)
I = Percent Impervious = 138198/149469 = 92.5%
Rv = 0.05 + 0.009 (92.5) = 0.88
Volume = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.88)(3.43 acres) = 0.377 ac-ft or 16435 cu-ft
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)16435 = 12326 cu. ft.
1-yr 24-hr Storm
Predevelopment = 2.87 cfs , Z. J
Postdevelopment = 9.10 cfs t �2E
Minimum Sand Filter Bed Surface Area (J¢s15n� S
Af = (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (16435 x 1.5)/(3.5)(1.66)(1.15 + 1.5) = 1601 sq. ft.
Area Provided = (30)(60) = 1800 sq. ft.
Minimum Sediment Basin Surface Area
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.88)(3.43)(1.5) = 1087 sq. ft.
Area Provided = 15.75 x 60 x 4 = 3780 sf
Page 2 of 3
RE' CIE' C/ E,�
LNOV 1 4 2011
BY:_-----

BMP CALCULATIONS
PERIMETER STREET PARKING GARAGE
MCAS, NEW RIVER, JACKSONVILLE, NC
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + Af)
12326/(3780 + 1800) = 2.21 ft.
Maximum Head Provided = 2.29 ft. > 2.21 ft.
Storage Volume
Volume = (Area of Filter +Area of Basin)(Max Head)
(1800+ 3780)(2.29) = 12778 cu. ft. > 12326 cu. ft. (WQVadj)
Underdrain System
Q = flow rate of soil media = kiA = 0.387 cfs x 10 (safety factor) = 3.87 cfs
k = Coefficient of Permeability of Filter Media = 3.5 in/hr
i = Hydraulic Gradient = hf+ df = 2.65 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.29/2 = 1.15
A = filter bed area = 1800 sq. ft.
NoVEMBER 3, 2011
OK
(10) 6-inch pipes at 0.50% carry = 0.40 cfs x 10; 4.00 cfs/0.387 = 10.3 times max flow
Detention Area
Size Concrete Detention Chamber to Take Volume in Excess of Sand Filter Volume
Impervious = 0.24 ac
Grass/Woods = 3.06 ac
Tc = 15 minutes
C=0.95 CN=98
C=0.30 CN=69
i = 5.17 in/hr
Allowable Outflow = CiA = (0.30 x 3.06) + (0.95 x 0.24) x 5.17 = 5.93 cfs
Total Volume Required for 10-year Storm = 15055 cu. ft. (calculated by Pondpack)
Total Volume Provided by Sediment Basin and Sand Filter Above Sand = 12778 cu. ft.
Total Volume Required in Detention Area = 15055 —12778 = 2277 cu. ft.
OK
Total Volume Provided in Detention Area = (30 x 60) x 1.33 = 2394 cu. ft. > 2277 cu. ft. OK
f cc
Cc' IVEO
Page 3of3 NOV 1 4 Z011
i
`:

BAP CALCULATIONS
PERIMETER STREET PARKING GARAGE
MCAS, NEW RIVER, JACKSONVILLE, NC
NoVEMBER 3, 2011
Basis of Design: The project site is gently sloping generally from the westerly to the easterly direction
within the proposed construction area, with site elevations ranging from approximately 16 to 22 feet
above MSL. An existing asphalt paved road (Canal Street) is bordered on each side by large drainage
swales and is located within the footprint of the proposed parking garage. The Parking Garage project
constructs a four story precast concrete parking garage with access ramps and two passenger elevators.
The structure will have a total footprint of approximately 90,000 square feet. Included in the drainage
area is the runoff from 10% of each of the 3 bottom floors of the parking garage, accounting for runoff
from water that enters in through the side openings of the garage. This gives a total square footage of
approximately 117,178 draining to the BMP from the garage. The garage will be constructed to the east
of Perimeter Street and over a segment of Canal Street. The existing site is primarily wooded. The total
drainage area to the BMP is approximately 3.25 acres with 0.18 acres of future impervious included in
the design. This gives a total design drainage area of 3.43 acres with 3.17 acres of impervious.
The water quality BMP provided is a closed sand filter with a detention area. It is designed so that the
water initially fills the sediment basin and then the sand filter. The remaining volume for runoff
restriction will enter into a third concrete chamber, which will serve as a detention basin. The discharge
from the detention area, as well as any flow that bypasses the BMP, will drain to an existing ditch. Time
of concentration was found using Seelye's Chart for overland flow and Kirpich Chart for ditch flow.
Underdrain piping was'sized using Darcy's Law and shall be designed to carry 2 —10 times the maximum
flow. BMP calculations were performed using the Haestad Methods "Pond Pack" software and the
backup reports are attached.
Regional Requirements: Quality volume was determined using the runoff volume from the first inch and
a half of rain. Quantity volume was calculated to restrict the flow to predeveloped conditions for the
Wilmington 10-year storm event. Calculations have also been performed using the 1-year, 24- hour
storm, Soil Group B. It is in conformance with North Carolina Division of Water Quality "Stormwater
Best Management Practices Manual, July 2007".
LID: Low -impact development is designed to mimic the predevelopment hydrologic conditions through
various control functions. It is stated in the LID guidelines, that the design storm event shall be the 95th
percentile rainfall depth or the required water quality depth as defined by State or local requirements,
whichever is more stringent. In addition, the BMPs shall be designed to control all storm events, as
stipulated by Local and State regulations, to handle the peak rate and/or volume of discharge. LID has
been met by implementing the following:
Peak Runoff Rate Control: Using a combination of a sand filter and detention basin, the outflow for the
10-year storm event has been restricted to pre -developed conditions per the State of North Carolina.
Page 1 of 3 NOV 1 4 Z011
BY:

BMP CALCULATIONS
PERIMETER STREET PARKING GARAGE
MCAS, NEW RIVER, JACKSONVILLE, NC
NoVEMBER 3, 2011
Water Quality Control. The State of North Carolina uses the 95`h percentile storm for their water quality
design. Therefore, a 1.5 inch design rainfall depth has been used and will satisfy both Regional and LID
requirements.
Area of Garage & Entrances —Sand Filter
Water Quality Volume
Use "Simple Method"
Impervious Area: C = 0.95 CN = 98
Garage = 117168 sf
Other Impervious = 13030 sf
Future Impervious = 8000 sf
Total Impervious Area = 130198 (current) + 8000 (future) = 138198 sf or 3.17 ac
Total Grass = 11441 sf = 0.26 ac C=0.30 CN=69
Runoff Coefficient = Rv = 0.05 + 0.009 (1)
I = Percent Impervious = 138198/149469 = 92.S%
Rv = 0.05 + 0.009 (92.5) = 0.88
Volume = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.88)(3.43 acres) = 0.377 ac-ft or 16435 cu-ft
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)16435 = 12326 cu. ft.
1-yr 24-hr Storm
Predevelopment = 2.87 cfs
Postdevelopment = 9.10 cfs
Minimum Sand Filter Bed Surface Area
Af = (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (16435 x 1.5)/(3.5)(1.66)(1.15.+ 1.5) =' 1601-sq. ft.
Area Provided = (30)(60) = 1800 sq. ft.
Minimum Sediment'Basin Surface Area
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.88)(3.43)(1.5) = 1087 sq. ft.
Area Provided = 15.75 x 60 x 4 = 3780 sf
Page 2 of 3
NOV 1 4 2011
i3Y:

BMP CALCULATIONS
PERIMETER STREET PARKING GARAGE
MCAS, NEW RIVER, JACKSONVILLE, NC
Maximum Head on Filter
Hmaxfilter= WQVadj/(As + Af)
12326/(3780 + 1800) = 2.21 ft.
Maximum Head Provided = 2.29 ft. > 2.21 ft.
Storage Volume
Volume = (Area of Filter+Area of Basin)(Max Head)
(1800 + 3780)(2.29) = 12778 cu. ft. > 12326 cu. ft. (WQVadj)
Underdrain System
Q= flow rate of soil media = kiA = 0.387 cfs x 10 (safety factor) = 3.87 cfs
k = Coefficient of Permeability of Filter Media = 3.5 in/hr
i = Hydraulic Gradient = hf + df = 2.65 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.29/2 = 1.15
A = filter bed area = 1800 sq. ft.
NOVEMBER 3, 2011
OK
(10) 6-inch pipes at 0.50% carry = 0.40 cfs x 10; 4.00 cfs/0.387 = 10.3 times max flow
Detention Area
Size Concrete Detention Chamber to Take Volume in Excess of Sand Filter Volume
Impervious = 0.24 ac
Grass/Woods = 3.06 ac
Tc = 15 minutes
C=0.95 CN=98
C=0.30 CN=69
i = 5.17 in/hr
Allowable Outflow = CiA = (0.30 x 3.06) + (0.95 x 0.24) x 5.17 = 5.93 cfs
Total Volume Required for 10-year Storm = 15055 cu. ft. (calculated by Pondpack)
Total Volume Provided by Sediment Basin and Sand Filter Above Sand = 12778 cu. ft.
Total Volume Required in Detention Area = 15055 —12778 = 2277 cu. ft.
OK
Total Volume Provided in Detention Area = (30 x 60) x 1.33 = 2394 cu. ft. > 2277 cu. ft. OK
Page 3 of 3 NOV 1 4 2011
by:

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Predevelopment 1 -yr 24 hour storm
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK_PAD.HYG - SCS UH 10 ..1
Tc = 10.00 min
Drainage Area = 3.430 acres Runoff CN= 69
--------------------------------------------
--------------------------------------------
Computational Time Increment = 1.333 min
Computed Peak Time = 729.33 min
Computed Peak Flow = 2.87 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = 2.86 cfs
--------------------------------------------
--------------------------------------------
DRAINAGE AREA
-------------------
ID:SCS UH 10
CN = 69
Area = 3.430 acres
S = 4.4928 in
0.2S = .8986 in
Cumulative Runoff
-------------------
.9540 in
11878 cu.ft
HYG Volume... 11877 cu.ft (area under HYG curve)
' " •' UNIT HYDROGRAPH PARAMETERS •••"
Time
Concentration,
Tc =
10.000
min (ID:
None Selected)
Computational Incr,
Tm =
1.333
min = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
23.32
cfs
Unit
peak time
Tp =
6.667
min
Unit
receding limb,
Tr =
26.667
min
Total
unit time,
Tb =
33.333
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 09:46:12 Date: 11-03-2011
t-: :C aVIEII
NOV 1 4 2011
3Y:

Type.... SCS Unit Hyd. Summary Page 5.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROIECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postclevelopment 1-yr, 24 hour storm
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK PAD.HYG - SCS UH 10 ..1
Tc = 10.00 min
Drainage Area = 3.430 acres Runoff CN= 96
--------------------------------------------
--------------------------------------------
Computational Time Increment = 1.333 min
Computed Peak Time = 728.00 min
Computed Peak Flow = 9.10 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = 8.96 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
--------------------------------------------
--------------------------------------------
DRAINAGE AREA
ID:SCS UH 10
CN = 96
Area = 3.430 acres
S = .4167 in
0.2S = .0833 in
Cumulative Runoff
-------------------
3.0453 in
37917 cu.ft
HYG Volume... 37916 cu.ft (area under HYG curve)
««.«• UNIT HYDROGRAPH PARAMETERS •' " '
Time
Concentration,
Tc =
10.000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.333
min = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K
=
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
23.32
cfs
Unit
peak time
Tp =
6.667
min
Unit
receding limb,
Tr =
26.667
min
Total
unit time,
Tb =
33.333
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 09:44:04 Date: 11-03-2011
`'.�vE
LNOV 1 4 2011
BY:� ---

., \,A4i A•I
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
Norfolk, Virginia
Project Number: 11.026 Project Name: Parking Garage
Designed By: ATM Location: MCAS, New River
Sheet 1 Date: 09/11
STORM SEWER DESIGN COMPUTATIONS
From
Point
To Point
Area
Drain
"A"
Run-
off
Coeff
CA
Inlet
Time
Rain
Fall
Runoff "Q" CFS
Invert Elevations
Length
of Pipe
Slope of
Pipe
Dia. of
Pipe
Vei. of
Pipe
Capacity
Flow
Time
Top Pipe
Elev.
Rim
Elev.
Cover
Remarks
Acres
C
Incre-
ment
Accum-
ulated
(min)
(In)
Incre-
ment
Accum-
ulated
Upper
End
Lower
End
(ft)
(ft/ft)
(In)
(fps)
(cfs)
(min)
(ft)
(it)
(ft)
1
2
0.06
0.90
0.05
0.05
50
0.35
21.60
21.51
44
0.0020
15
2.35
2.89
0.31
23.04
23.75
0.71
A = 2419 C = 0.90
A= C=0.20
7.0
2
3
0.03
0.36
0.01
0.06
53
0.41
21.51
21.08
217
0.0020
15
2.35
2.89
1.54
22.95
23.80
0.85
A = 275 C = 0.90
A= 951 C=0.20
6.9
3
5
0.03
0.41
0.01
0.07
6'7
0.47
21.08
20.81
134
0.0020
15
2,35
2.89
0.95
22.52
23.80
1.28
A = 437 C = 0.90
A = 1005 C = 0.20
6.7
4
5
0.67
0.90
0.61
0.61
5.0
4.27
20.84
20.81
5
0.0052
15
3.81
4.67
0.02
22.28
24.00
1.72
A = 29292 C = 0.90
A= C=0.20
7.0
5
7
0.04
0.26
0.01
0.69
7.6
4.49
20.56
20.12
218
0.0020
18
2.67
4.71
1.36
22.27
23.80
1.53
A = 176 C = 0.90
A = 1754 C = 0.20
6.5
6
7
0.67
0.90
0.61
0.61
5.0
4.27
20.40
20.37
5
0.0052
15
3.81
4.67
0.02
21.84
24.00
2.16
A = 29292 C = 0.90
A= C=0.20
7.0
7
14
0.04
0.26
0.01
1.31
9.0
7.99
19.62
19.43
126
0.0015
24
2.79
8.78
0.75
21.87
23.80
1.93
A = 176 C = 0.90
A = 1754 C = 0.20
6.1
8'
9
0.67
0.90
0.61
0.61
5.0
4.27
21.17
21.14
5
0.0052
15
3.81
4.67
0.02
22.61
23.80
1.19
A = 29292 C = 0.90
A= C=0.20
7.0
9
11
0.04
0.20
0.01
0.62
5.0
4.34
20.89
20.45
218
0.0020
18
2.67
4.71
1.36
22.60
23.80
1.20
A 9
= 1898 C = 0. 0
7.0
NOV 1 4 2011

C. Allan Bamforth, Jr.
Engineer-Surveyor, Ltd.
Norfolk, Virginia
o
Project Number: 11.026. Project Name:, Parking Garage
Designed By: ATM Location: MCAS, New River
Sheet 2 Date: 09/11
STORM SEWER DESIGN COMPUTATIONS
From
Point
To point
Area
Drain
"A'
Run-
off
Coe
CA
Inlet
Time
Rain
Fall
Runoff "Q" CFS
Invert Elevations
Length
of Pipe
Slope of
Pipe
Dia. of
Pipe
Val. of
Pipe
Capacity
Flow
Time
Top Pipe
Elev.
Rim
Elev.
Cover
Remarks ,
Acres
C
Incre-
ment
Accum-
ulaled
(min)
(in)
Incre-
ment
Accum-
ulated
Upper
End
Lower
End
(ff)
(tuff)
(. in)
fps)
(fps)
(cfs)
( min)
(ft )
(ft )
( ft)
10
11
0.67
0.90
0.61
0.61
50
4.27
20.73
20.70
5
0.0052
15
3.81
4.67
0.02
22.17
24.00
1.83
A = 29292 C = 0.90
A = C = 0.20
7.0
11
13
0.04
0.20
0.01
1.24
6.3
8.31
19.95
19.76
126
0.0015
24
2.79
8.78
0.75
22.20
23.80
1.60
A = 1898 C = 0.20
6 7
12
13
0.05
0.90
0.04
0.04
5.0
0.28
20.60
20.51
46
0.0020
15
2.35
2.89
0.33
22.04
24.36
2.32
A = 1992 C = 0.90
A= C=0.20
7.0
13
14
0.03
0.25
0.01
1.29
7.0
8.39
19.76
19.43
217
0.0015
24
2.79
8.78
1.30
22.01
23.80
1.79
A = 88 C = 0.90
A= 1176 C=0.20
6.5
14
15
0.03
0.41
0.01
2.62
8.3
16.24
18.93
18.88
24
0.0020
30
3.74
18.38
0.11
21.72
23.80
2.08
A = 437 C = 0.90
A = 1005 C = 0.20
6.2
15
16
-
-
-
-
16.24
18.88
18.80
18
0.0044
30
5.55
27.26
0.05
21.67
23.75
2.08
A = C = 0.90
A = C = 0.20
15
17
-
-
-
-
16.24
19.38
16.55
92
0.0308
24
12.66
39.78
0.12
21.63
23.75
2.12
Bypass
17
18
-
-
-
-
16.24
16.55
16.00
18
39.78
0.02
18.80
23.18
4.38
Bypass
R24
19
20
-
-
-
-
5.41
15.00
14.00
56
30.33
0.10
17.25
22.50
5.25
A = C = 0.90 Leaving BMP
A= C=0.20
R° CIlV��+
140V 1 4 2011
BY:

�y
� s� - CC. Allan Bamforth, Jr.
t Engineer -Surveyor, Ltd.
Norfolk, Virginia
Project Number: 11.026 Project Name: Parking Garage
Designed By: ATM Location: MCAS, New River
Sheet 3 Date: 09/11
STORM SEWER DESIGN COMPUTATIONS
From
Point
To Point
Area
Drain
-A'
Run-
off
Cases
CA
Inlet
Time
Rain
Fall
Runoff 'C' CFS
InvertElevations
Length
of Pipe
Slope of
Pipe
Dia. of
Pipe
Val. of
Pipe
Capacity
Flow
Time
Tap Pipe
Elev.
Rim
Elev.
Cover
'
Remarks
Acres
C
Inca-
ment
Accum-
ulaletl
(min)
(in)
Incre-
ment
Accum-
Waited
Upper
End
Lower
End
(ft)
(fgft)
(In)
(fps)
(cfs)
(min)
(ft)
(ft)
(f)
21
22
-
-
-
-
-
21.97
21.76
70
0.0030
15
2.89
3.55
0.40
23.41
23.80
0.39
A = C = 0.
0
A= C=0.20
23
24
-
-
-
-
-
21.21
21.00
70
0.0030
15
2.89
3.55
0.40
22.65
23.00
0.35
A = C = 0.90
A = C = 0.20
25
26
-
-
-
-
-
16.95
15.85
245
0.0045
24
4.84
15.21
0.84
19.20
23.00
3.80
A = C = 0.90
A = C = 0.20
NOV 1 4 2011
BY:

Floatation Calculations
:H1CZIZTE
NOV 1 4 2011
i�v

FLOATATION CALCULATIONS
PERIMETER STREET PARKING GARAGE
MCAS, NEW RIVER, JACKSONVILLE, NC
OCTOBER 31, 2011
Check Ability of Sand Filter to Withstand Floatation
Total Loads
Weight of Sand Filter = Volume of Concrete x Concrete Load = Vol,,,,,, x 150 pcf reinforced
concrete
Weight of Sand = Area of Sand Filter x Depth of Sand x Sand Weight = Area x 1.5 ft x 100 pcf
Weight of Grate = Square Footage of Grate x 37.67 lbs/sf
Weight of Soil Above Footing = Footing Area x Soil Depth x Soil Weight = x 60 pcf
Buoyant Force Acting on Sand Filter
Volume of Concrete:
Base = 8,256 cf
Walls = 2,112.4 cf
Weirs = 338,2 cf
Columns = 9.2 cf
Beams = 441.7 cf
Total weight of concrete = 11,157.5 of x 150 pcf= 1,673,625 lbs
Volume of Soil:
Base area — Filter area = 8,256 — 7,874 = 245 sf
Volume of soil = (382 sf x 7.15 ft depth of soil) + (126 x 1.85 depth of soil) = 2,964 cf
Total weight of soil = 2,964 x 60 pcf = 177,840 lbs
Volume of Sand:
Area of sand = 1,800 sf
Depth of sand = 1.5 ft
Total weight of sand = 1,800 sf x 1.5 ft x 100 pef = 270,000 lbs
Area of 4-inch Grating:
Area of grating = 3,863 sf
Total weight of grating = 3,863 sf x 37.67 lbs/sf = 145,519 lbs
Total weight of filter = Concrete + Soil + Sand + Grating
Total Filter weight = 2,266,984 lbs
Page 1
44 201'
.,NOV:

FLOATATION CALCULATIONS
PERIMETER STREET PARKING GARAGE
MCAS, NEW RIVER, JACKSONVILLE, NC
OCTOBER 31, 2011
Buoyant Force = Volume of filter structure x Weight of Water
Volume of filter x 62.4 pcf
Buoyant Force = 9,200 cf x 62.4 pcf = 574,080 Ibs
Factor of Safety = Weight of Filter / Buoyant Force
Factor of safety = 2,266,984 / 574,080 = 3.94 OK
Page 2
NOV 1 4 Z011
Y:

Sediment Basin Calculations
NOV 1 4 2011

SEDIMENT BASIN CALCULATIONS
PERIMETER STREET PARKING GARAGE
MCAS, NEW RIVER, JACKSONVILLE, NC.
Basis of Design: Size Sediment Basins for Perimeter Street Parking Garage site using the
North Carolina Erosion and Sediment Control Planning and Design Manual, June 2006.
Design Parameters:
Minimum Volume Required = 1,800 cu. ft. / Acre of Disturbed Area
Minimum Surface Area = 435 Square Feet / Qio Peak Inflow
Minimum LNV Ratio = 2:1
Maximum LNV Ratio = 6:1
Minimum Depth = 2 feet
Calculations:
Basin 1:
Disturbed Area — 6.5 acres
C = 0.30, i = 7.0 (10 yr 15 min) Q10 =13.65 cfs
Basin Size = 40 ft x 145 ft x 5.6 ft
LNV Ratio = 145/40 = 3.6:1 > 2:1 < 6:1 OK
Volume Required = 1,800 cu. ft. x 6.5 acres = 11,700 cf
Volume Provided = 129.9 sf x 145 ft. = 18,835 cf > 11,700 cf OK
Surface Area at 3:1 / Qio Peak Inflow = 6,061 sf 113.65 cfs = 444 sf / Qio > 435 sf OK
Outlet Barrel Size Required
Minimum Q2 = 9.50 cfs, i = 4.8 (2 yr / 5min)
Slope = 0.20%
Outlet Barrel Size Provided = 24-inch, Q = 10.14 cfs > 9.50 cfs OK
Velocity = 3.23 fps
NOV 1 4 2011

Silt Fence Calculations
`': =
NOV 1 4 2011

SEDIMENT FENCE CALCULATIONS
PERIMETER STREET PARKING GARAGE
MCAS, NEW RIVER, ,JACKSONVILLE, NC
Design Criteria: From North Carolina Erosion and Sediment Control Manual, revised
6106, Chapter 6, section 6.62.
Maximum Allowable = .25 ac / 100 ft of Silt Fence
Given:
Area = 4.55 Ac
Silt Fence Length = 2,740 LF
Slope < 2.0 %
2,740Lf Silt Fence x I = 27.4 Hundred Ft of Silt Fence
Site 100Lf
4.6 Ac x 1-.0.17Ac per 100 Ft of Silt Fence < 0.25 ac / 100 ft OK
Site 27.4 Silt Fence
NOV 1 4 2011

Rip Rap Calculations
m��
NOV 1 4 2011
JSI':

RIP RAP CALCULATIONS
PERIMETER STREET PARKING GARAG
WAS, NEW RIVER, JACKSONVILLE, NC
OCTOBER 31, 2011
Design Criteria: From North Carolina Erosion and Sediment Control Manual, remised
6106. North Carolina Deparlmenl of Transportation, Standard Specifications for Roads
and Structures, 2002.
Given:
Qio = 13.65 cfs (Area = 6.5 ac, C = 0.30,i = 7.0)
Slope = 0.2 %
Outlet Pipe Diameter (Do) = 24-inches
Tailwater Depth > 0.5D„
North Carolina Erasion and Sediment Control Manual, revised 6106.
From page 8.06.4, figure 8.06b:
Minimum Length of Apron (L,) = 9.0 ft
d5o Rip Rap Size = 0.10 ft
d,,,,,x = 1.5 x d50 = 0.15 ft
Apron Thickness = 1.5 x d,,,;,x = 0.23 ft
Apron Width at outlet pipe 3 Do = 6 ft
Apron Width at L,, = 3 D„ + 0.4 La = 9.6 ft
North Carolina Department of Transportation, Standard Specifications for Roads and
Structures, 2002
Page 10-67, Table 1042-1
d50 = 2 inches
d,,,ax = 6 inches
Use Class A Rip Rap
_ -2 _ CL7 J :�'
NOV 44 2011

Ditch Velocity Calculations
II NOV 1 4 2111

DITCH VELOCITY CALCULATIONS
PERIMETER STREET PARKING GARAGE
MCAS, NEW RIVER, JACKSONVILLE, NC
Given: Use Manning's Equation for these calculations. Roughness coefficient, n, is
0.035 for grassed channel flow. Velocity is calculated for maximum flow for discharging
pipes. Side slopes of the ditch are 3 to 1.
Ditch 1:
Assume Flow Area = Area of one 15-inch (Pipe Flowing Full)
A = 7r(1.25)2/4 = 1.23 sc ft
A = (X)(3X)/2 x 2 = 3X , Where X is the depth of flow in the ditch
X = 0.64 ft
Wetted Perimeter, WP = 4.05
Slope, S = (21.21-21.00)/80 = 0.0026
Hydraulic Radius, R = A/WP = 0.64/4.05 = 0.16
V = 1.49/n x RZ/3 x S" = 1.49/0.035 x 0.16z/3 x 0.0026112 = 0.64 fps
Ditch 2:
Assume Flow Area = Area of one 24-inch (Pipe Flowing Full)
A = n(2)2/4 = 3.14 sq ft
A = (X)(3X)/2 x 2 = 3X2 , Where X is the depth of flow in the ditch
X = 1.02 ft
Wetted Perimeter, WP = 6.46
Slope, S = (18.5-17.1)/60 = 0.023
Hydraulic Radius, R = A/W P = 1.02/6.46 = 0.16
V = 1.49/n x R211 x S11= 1.49/0.035 x 0.162/1 x 0.023" = 1.90 fps
NOV 1 4 2011
3Y: _- --

SPECIFICATIONS
PERIMETER STREET PARKING GARAGE
MARINE CORPS BASE CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
C. ALLAN BAMFORTH, JR.,
ENGINEER -SURVEYOR, LTD
NORFOLK, VIRGINIA
October 2011
k�.;?'. e �T L1-
NOV 1 4 Z011
BY: --
NICgRO//�i
Sss
��3E'kL was.
= 029041
I-01- I I
'may G1HE�e''?
i,��L9 �FF�BA�`F��`\

PARKING GARAGE
MCAS NEW RIVER, NC
SECTION 01 57 13.00 22
EROSION AND SEDIMENT CONTROL
03/11
PART 1 GENERAL
1.1 REFERENCES
12PO705
e Projects No. 803726
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM D 3787 (2007) Bursting Strength of Textiles -
Constant -Rate -of -Traverse (CRT), Ball
Burst Test
ASTM D 4533 (2004; R 2009) Trapezoid Tearing Strength
of Geotextiles
ASTM D 4632 (2008) Grab Breaking Load and Elongation
of Geotextiles -
NORTH CAROLINA SEDIMENT CONTROL COMMISSION (NCSCC)
NCSCC ESCM (2006; R 2009) 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 Fence
Dust Suppressors
Temporary Channel Liner
Filter Fabric
SECTION 01 57 13.00 22 Page 1
NOV 1 4 2011
i

PARKING GARAGE
MCAS NEW RIVER, NC
1.4 CONSTRUCTION SEQUENCE SCHEDULE
12P0705
e Projects No. 803726
Submit a Contractor furnished construction work sequence schedule, a
minimum of 30 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 FENCE
2.1.1 State Standard Sediment Fence
NCSCC ESCM Standard 6.62, sediment fence (maximum height of 18 inches).
2.2 SILT FENCE DROP INLET PROTECTION
2.2.1 State Standard Drop Inlet Protection
NCSCC ESCM Standard 6.51, using silt fencing.
2.3 CONSTRUCTION ENTRANCE
2.3.1 State Standard Construction Entrance
2.3.1.1 Aggregate
NCSCC ESCM, Standard 6.06.
2.3.1.2 Filter Fabric
A woven or nonwoven polypropylene, nylon, or polyester containing
stabilizers and/or inhibitors to make the fabric resistant to deterioration
from ultraviolet, and with the following properties:
a. Minimum grab tensile strength (TF 25 41/ASTM D 4632) 180 pounds
b. Minimum Puncture (TF 25 #4/ASTM D 3787) 75 psi in the weakest direction
C. Apparent Opening Size 40-80 (U.S. Sieve Size) -
d. Minimum Trapezoidal tear strength (TF 25 #2/ASTM D 4533) 50 pounds
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2.4 DUST SUPPRESSORS
12PO705
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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.
2.6 TEMPORARY CHANNEL LINER
Provide temporary channel liner in accordance with NCSCC ESCM, Standard
6.17.
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 traps, and sediment fences as grading
progresses. Provide drop inlet 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 FENCES
Install posts at the spacing indicated, and at an angle between 2 degrees
and 20 degrees towards the potential silt load area. Sediment fence height
shall be approximately 18 inches. Do not attach filter fabric to existing
trees. Secure filter fabric to the post and wire fabric using staples, tie
wire, or hog rings. Imbed the filter fabric into the ground as indicated.
Splice filter fabric at support pole using a 6 inch overlap and securely
seal.
3.3 DROP INLET PROTECTION
Provide stakes evenly spaced around the perimeter of the drop 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 CURB INLET PROTECTION
Provide wire mesh over the curb inlet opening so at
mesh extends across the inlet cover and at least 12
SECTION 01 57 13.00 22 Page 3
least 12 inches of wire
inches of wire mesh
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extends across the gutter from the inlet opening, as indicated. Place
stone on wire mesh against curb inlet.
3.5 CONSTRUCTION ENTRANCE
Provide as indicated, a minimum of 6 inches thick, at points of vehicular
ingress and egress on the construction site. Construction entrances shall
be cleared and grubbed, and then excavated a minimum of 3 inches prior to
placement of the filter fabric and aggregate. The aggregate shall be
placed in a manner that will prevent damage and movement of the fabric.
Place fabric in one piece, where possible. Overlap fabric joints a minimum
of 12 inches.
3.6 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 tocontrol
dust emissions.
3.7 TEMPORARY SEEDING
3.7.1 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 tobringan area to finish grade
so that permanent seeding operations can be performed without serious
disturbance from additional grading..
C. Grading operations for a specific area are completed and the seeding
seasons specified for permanent seeding are more than 30 days away.
d. When an immediate cover is required to minimize erosion, orwhen
erosion has occurred.
e. Provide on erosion control devices constructed using soil materials.
3.7.2 Seeding Requirements
3.7.2.1 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.
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3.7.2.2 Permanent Seeding
12PO705
e Projects No. 803726
Temporary seeding shall be removed, and permanent seeding shall be provided
during the specified planting season. Provide seed, lime, fertilizer, and
mulch in accordance with NCSCC ESCM, Standards 6.11 and 6.14. Provide
seeding of Centipedegrass per Table 6.11s, Seeding No. 4CP.
3.8 TEMPORARY CHANNEL LINER
Provide temporary channel liner in accordance with NCSCC ESCM, Standard
6.17.
3.9 MAINTENANCE AND INSPECTION
Inspect erosion control devices after each rainfall and daily during pro
longed rainfall. Remove sediment deposits after each rainfall or when
sediment reaches approximately one-half the barrier height. Immediately
repair damaged erosion control devices and damaged areas around and
underneath the devices. Maintain erosion control devices to assure
continued performance of their intended function. Modify the erosion
control plan as required to control problem areas noticed after each
inspection. Modifications shall be approved by the Contracting Officer.
3.10 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 --
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SECTION 31 23 00.00 20
EXCAVATION AND FILL
02/11
PART 1 GENERAL
1.1 REFERENCES
12PO705
e Projects No. 803726
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 (2010) 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/C 33M (2011) 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 (2009) Standard Test Methods for
.Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D 2321 (2011) Standard Practice for Underground
- Installation of Thermoplastic Pipe for
Sewers and Other Gravity -Flow Applications
ASTM D 2487 (2010) Soils for Engineering Purposes
(Unified Soil Classification System)
ASTM D 4318 (2010) Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
ASTM D 6938 (2010) Standard Test Method for In -Place
Density and Water Content of Soil and
Soil -Aggregate by Nuclear Methods (Shallow
Depth)
ASTM D 698 (2007el) Laboratory Compaction
Characteristics of Soil Using Standard
Effort (12,400 ft-lbf/cu. ft. (600
kN-m/cu. m.))
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NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT)
NCDOT RS (2006) Standard Specifications for Roads
and Structures
U.S. ARMY CORPS OF ENGINEERS (USACE)
EM 385-1-1
1.2 DEFINITIONS
1.2.1 Capillary water Barrier
(2008; Errata 1-2010; Changes 1-3 2010;
Changes 4-6 2011) Safety and Health
Requirements Manual
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 barrier 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.
1.2.4 Rock
Solid homogeneous interlocking crystalline material with firmly.cemented,
laminated, or foliated masses or conglomerate deposits, neither of which
can be removed without systematic drilling and blasting, drilling and the
use of expansion jacks or feather wedges, or the use of backhoe-mounted
pneumatic hole punchers or rock breakers; -also large boulders, buried
masonry, or concrete other than pavement exceeding 1/2 cubic yard in
volume. Removal of hard material will not be considered rock excavation
because of intermittent drilling and blasting that is performed merely to
increase production.
1.2.5 Pile Supported Structure
As used herein, a structure where both the foundation and floor slab are
pile supported.
1.3 SUBMITTALS
The following shall be submitted in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:'
Submit 15 days prior to starting work.
SD-06 Test Reports
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Borrow Site Testing
Fill and Backfill/Structural Fill Material Testing
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.
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.
d. Material character is indicated by the boring logs.
e. Hard materials and rock will not be encountered.
f. Borrow material in the quantities required is not available on
Government property.
g. Blasting will not be permitted. Remove material in an approved manner.
1.6 REQUIREMENTS FOR SOIL FROM OFF GOVERNMENT PROPERTY
Soils brought in from off Government property for use as backfill shall be
tested as indicated below and not brought on site until Borrow Site Testing
reports 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.
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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 RCRA metals,
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 848; Cadmium
2.72; Chromium 27.2; Lead 270.06; Mercury 0.0154; Selenium 12.2; and Silver
0.223.
1.7 QUALITY ASSURANCE
1.7.1 Utilities
Movement of construction machinery and equipment over pipes and utilities
during construction shall be at the Contractor's risk. Perform work
adjacent to non -Government utilities as indicated in accordance with
procedures outlined by utility company. 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.
1.8 Regulatory Requirements
Provide work and materials in accordance with applicable requirements of
NCDOT RS. Divisions and Sections mentioned herein refer to those
specifications. Paragraphs in NCDOT RS entitled "Method of Measurement"
shall not apply.
1.9 Modification of References
where term "Engineer" is used in NCDOT RS it shall be construed to mean
Contracting Officer. Where term "state" is used, it shall mean "Federal
Government".
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, SC, SP-SM, free of debris, roots, wood, scrap
material, vegetation, refuse, soft unsound particles, and frozen,
deleterious, or objectionable materials. Unless specified otherwise, the
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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/Structural Fill
Provide ASTM D 2487, classification GW, GW-GM, GP, GP -GM, SW, SW-SM, SP,
SP-SM, SM,-with a ASTM D 4318 liquid limit less than 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..
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/C 33M fine aggregate grading with a maximum of 3 percent by
weight passing ASTM D 1140, No. 200 sieve, or 1-1/2 inches and no more
than 2 percent by weight passing the No. 4 size 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.
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2.4 BORROW
12P0705
e Projects No. 803726
Obtain borrow materials required in excess of those furnished from
excavations from sources outside of Government property, except that borrow
materials conforming to common fill and fill and backfill material may be
obtained from the Government borrow pit. The Government borrow pit is
located as indicated by the Contracting Officer. If the Government borrow
pit is used, the Contractor shall perform clearing, grubbing, and stripping
required for providing access to suitable borrow material. Dispose of
materials from clearing and grubbing operations as specified in Section
O1 57 19.00 20, TEMPORARY ENVIRONMENTAL CONTROL.
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�l or similar wording. Color
and printing shall be permanent, unaffected by moisture or soil.
warning Tape Color Codes
Yellow: Electric
Orange: Telephone and Other
Communications
Blue: Water Systems
Green: Sewer Systems
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
Shoring and Sheeting
Provide shoring and 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.
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3.1.2 Drainage and Dewatering
12PO705
e Projects No. 803726
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
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 2 feet
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.
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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 indicated by the temporary sediment.
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 depth of 6 to 8 inches without
contamination by subsoil material from the site where excavation or grading
is indicated and stockpile separately from other excavated material.
Additional undercut may be required in isolated areas to remove all
unsuitable soil. Extend clearing and stripping laterally at least 5 feet
beyond the perimeter of the proposed construction areas. Refer to boring
logs and geotechnical information. Satisfactory material unsuitable for
use as topsoil shall be stockpiled and used for backfilling if acceptable.
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. Reuse excavated
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 Pile Cap Excavation and Backfilling
Excavate to bottom of pile cap prior to placing or driving piles, unless
authorized otherwise by the Contracting Officer. Backfill and compact
overexcavations and changes in grade due to pile driving operations to 95
percent of ASTM D 698 maximum density.
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3.3.2 Pipe Trenches
12PO705
e Projects No. 803726
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."
3.4 SUBGRADE 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,
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 dump truck
loaded with 212 cubic feet of soil or 15 ton, pneumatic -tired roller.
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.
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3.5.1 Common Fill Placement
12PO705
e Projects No. 803726
Provide for general site and under porous fill of pile -supported structures.
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 and utility trenches. 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
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
SECTION 31 23 00.00 20 Page 10

PARKING GARAGE
MCAS NEW RIVER, NC
inches below top of subgrade.
3.8 BURIED DETECTION WIRE
12PO705
e Projects No. 803726
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 to 85 percent of ASTM D 1557.
3.9.2 Structures, Spread Footings, and Concrete Slabs
Compact top 12 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 paved areas to 90 percent of ASTM D 1557.
3.9.4 Paved Areas
Compact top 12 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 61 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.
SECTION 31 23 00.00 20 Page 11'
NOV 1 4 2011

PARKING GARAGE 12P0705
MCAS NEW RIVER, NC eProjects No. 803726
3.11 DISPOSITION OF SURPLUS MATERIAL
Waste in Government disposal area indicated by Contracting Officer and
O1 57 19.00 20, TEMPORARY ENVIRONMENTAL CONTROLS.
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/Structural Fill 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 1557 for moisture density relations.
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/C 33M.
3.12.2.3 Density Tests
Test density in accordance with ASTM D 1556, or ASTM D 6938. When
ASTM D 6938 density tests are used, verify density test results by
performing an ASTM D 1556 density test at a location already ASTM D 6938
tested as specified herein. Perform an ASTM D 1556 density test at the
start of the job, and for every 10 ASTM D 6938 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.
Bedding and backfill in trenches: One test per 50 linear feet in each lift.
-- End of Section --
SECTION 31 23 00.00 20 Page 12

PARKING GARAGE
MCAS NEW RIVER, NC
SECTION 33 40 00
STORM DRAINAGE UTILITIES
02/10
PART 1 GENERAL
1.1 REFERENCES
12PO705
e Projects No. 803726
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M 198 (2010) Standard Specification for Joints
for Concrete Pipe, Manholes, and Precast
Box Sections Using Preformed Flexible
Joint Sealants
AMERICAN CONCRETE PIPE ASSOCIATION (ACPA)
ACPA 01-102 (2000) Concrete Pipe Handbook
ACPA 01-103 (2000) Concrete Pipe Installation Manual
ASTM INTERNATIONAL (ASTM)
ASTM C 231/C 231M (2010) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C 478 (2009) Standard Specification for Precast
Reinforced Concrete Manhole Sections
ASTM C 76 (2011) Standard Specification for
- Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe
ASTM C 923 (2008) Standard Specification for
Resilient Connectors Between Reinforced
Concrete Manhole Structures, Pipes and
Laterals
ASTM C 990 (2009) Standard Specification for Joints
for Concrete Pipe, Manholes and Precast
Box Sections Using Preformed Flexible
Joint Sealants
ASTM D 1751 (2004; R 2008) Standard Specification for
Preformed Expansion Joint Filler for
Concrete Paving .and Structural
Construction (Nonextruding and Resilient
Bituminous Types)
ASTM D 1752 (2004a; R 2008) Standard Specification for
SECTION 33 40 00 Page 1 NOV 1 4 2011

PARKING GARAGE 12P0705
MCAS NEW RIVER, NC eProjects No. 803726
Preformed Sponge Rubber Cork and Recycled
PVC Expansion
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FS A-A-60005 (Basic) Frames.Covers, Gratings, Steps,
Sump and Catch Basin, Manhole
1.2 SUBMITTALS
Submit the following in accordance with Section 01 33 00 SUBMITTAL
PROCEDURES:
SD-03 Product Data
Placing Pipe
Printed copies of the manufacture's recommendations for
installation procedures of the materials being placed, prior to
installation.
SD-07 Certificates
Resin Certification
1.3 DELIVERY, STORAGE, AND HANDLING
1.3.1 Delivery and Storage
Materials delivered to site shall be inspected for damage, unloaded, and
stored with a minimum of handling. Materials shall not be stored directly
on the ground. The inside of pipes and fittings shall be kept free of dirt
and debris. Before, during, and after installation, plastic pipe and
fittings shall be protected from any environment that would result in
damage or deterioration to the material. Keep a copy of the manufacturer's
instructions available at the construction site at all times and follow
these instructions unless directed otherwise by the Contracting Officer.
Solvents, solvent compounds, lubricants, elastomeric gaskets, and any
similar materials required to install plastic pipe shall be stored in
accordance with the manufacturer's recommendations and shall be discarded
if the storage period exceeds the recommended shelf life. Solvents in use
shall be discarded when the recommended pot life is exceeded.
1.3.2 Handling
Materials shall be handled in a manner that ensures delivery to the trench
in sound, undamaged condition. Pipe shall be carried to the trench, not
dragged.
PART 2 PRODUCTS
2.1 PIPE FOR STORM DRAINS
Pipe for storm drains shall'be of the sizes indicated and shall conform to
the requirements specified.
2.1.1 Concrete Pipe
Manufactured in accordance with and conforming to ASTM C 76, Class III and V,
SECTION 33 40.00 Page 2

PARKING GARAGE
MCAS NEW RIVER. NC
12P0705
e Projects No. 803726
as indicated.
2.1.1.1 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 198, Type B preformed plastic gaskets.
2.2 DRAINAGE STRUCTURES
2.2.1 Flared End Sections
Sections shall be of a standard design fabricated from reinforced concrete.
Flared ends are included in the lengths of pipe indicated.
2.3 MISCELLANEOUS MATERIALS
2.3.1 Concrete
Unless otherwise specified, concrete and reinforced concrete shall conform
to the requirements for concrete under Section 03 30 00 CAST -IN -PLACE
CONCRETE. The concrete mixture shall have air content by volume of
concrete, based on measurements made immediately after discharge from the
mixer, of 5 to 7 percent when maximum size of coarse aggregate exceeds
1-1/2 inches. Air content shall be determined in accordance with
ASTM C 231/C 231M. The concrete covering over steel reinforcing shall not
be less than 1 inch thick for covers and not less than 1-1/2 inches thick
for walls and flooring. Concrete covering deposited directly against the
ground shall have a thickness of at least 3 inches between steel and
ground. Expansion -joint filler material shall conform to ASTM D 1751, or
ASTM D 1752, or shall be resin -impregnated fiberboard conforming to the
physical requirements of ASTM D 1752.
2.3.2 Precast Reinforced Concrete Drainage Structures
Conform to ASTM C 478. Joints between precast concrete risers and tops
shall -be rubber -type gaskets meeting the requirements of ASTM C 990 or
AASHTO M 198, Type B gaskets.
2.3.3 Frame and Cover for Gratings
FS A-A-60005 Cast iron, figure numbers as indicated.
2.4 RESILIENT CONNECTORS
Flexible, watertight connectors used for connecting pipe to manholes and
inlets shall conform to ASTM C 923.
2.5 EROSION CONTROL RIPRAP
Provide'nonerodible rock not exceeding 15 inches in its greatest dimension
and choked with sufficient small rocks to provide a dense mass with a
minimum thickness ofas indicated.
SECTION 33 40 00 Page 3
JNOV 1 4 2011

PARKING GARAGE 12P0705
MCAS NEW RIVER, NC eProjects No. 803726
PART 3 EXECUTION
3.1 EXCAVATION FOR STORM DRAINS AND DRAINAGE STRUCTURES
Excavation of trenches, and for appurtenances and backfilling for culverts
and storm drains, shall be in accordance with the applicable portions of
Section 31 23 00.00 20, EXCAVATION AND FILL and the requirements specified
below.
3.1.1 Trenching
The width of trenches at any point below the top of the pipe shall be not
greater than indicated to permit satisfactory jointing and thorough tamping
of the bedding material under and around the pipe. Sheeting and bracing,
where required, shall be placed within the trench width as specified,
without any overexcavation. Where trench widths are exceeded, redesign
with a resultant increase in cost of stronger pipe or special installation
procedures will be necessary. Cost of this redesign and increased cost of
pipe or installation "shall be borne by the Contractor without additional
cost to the Government.
3.1.2 Removal of Unstable Material
Where wet or otherwise unstable soil incapable of properly supporting the
pipe, as determined by the Contracting Officer, is'unexpectedly encountered
in the bottom of a trench, such material shall be removed to the depth
required and replaced to the proper grade with select granular material,
compacted as provided in paragraph BACKFILLING. When removal of unstable
material is due to the fault or neglect of the Contractor while performing
shoring and sheeting, water removal, or other specified requirements, such
removal and replacement shall be performed at no additional cost to the
Government.
3.2 BEDDING
The bedding surface for the pipe shall provide a firm foundation of uniform
density throughout the entire length of the pipe.
3.2.1 Concrete Pipe Requirements
When no bedding class is specified or detailed on the drawings, concrete
pipe shall be bedded in granular material minimum 4 inch in depth in
trenches with soil foundation. Depth of granular bedding in trenches with
rock foundation shall be 1/2 inch in depth per foot of depth of fill,
minimum depth of bedding shall be 8 inch up to maximum depth of 24 inches.
The middle third of the granular bedding shall be loosely placed. Bell
holes and depressions for joints shall be removed and formed so entire
barrel of pipe is uniformly -supported. The bell hole and depressions for
the joints shall be not more than the length, depth, and width required for
properly making the particular type of joint.
3.3 PLACING PIPE
Submit printed copies of the manufacturer's recommendations for
installation procedures of the material .being placed, prior to installation.
Each pipe shall be thoroughly examined before being laid; defective or
damaged pipe shall not be used. Plastic pipe shall be protected from
exposure to direct sunlight prior to laying, if necessary to maintain
SECTION 33 40 00 Page 4

PARKING GARAGE
MCAS NEW RIVER, NC
12P0705
e Projects No. 803726
adequate pipe stiffness and meet installation deflection requirements.
Pipelines shall be laid to the grades and alignment indicated. Proper
facilities shall be provided for lowering sections of pipe into trenches.
Pipe shall not be laid in water, and pipe shall not be laid when trench
conditions or weather are unsuitable for such work. Diversion of drainage
or dewatering of trenches during construction shall be provided as
necessary.
3.3.1 Concrete'Pipe
Laying shall proceed upgrade with spigot ends of bell -and -spigot pipe and
tongue ends of tongue -and -groove pipe pointing in the direction of the flow.
3.4 JOINTING
3.4.1 Concrete Pipe
3.4.1.1 Flexible Joints
Install pipe and fittings in accordance with paragraph entitled "General
Requirements for Installation of Pipelines" of this section and with the
provisions for rugger gasket jointing and jointing procedures of ACPA 01-103
or of ACPA 01-102, Chapter 9. Make joints with the gaskets previously
specified for joints with this piping. Gaskets and jointing materials
shall be as recommended by.the particular manufacturer in regard to use of
lubricants, cements, adhesives, and other special installation
requirements. Surfaces to receive lubricants, cements, or adhesives shall
be clean and dry. Gaskets and jointing materials shall be affixed to the
pipe not more than 24 hours prior to the installation of the pipe, and
shall be protected from the sun, blowing dust, and other deleterious agents
at all times. Gaskets and jointing materials shall be inspected before
installing the pipe; any loose or improperly affixed gaskets and jointing
materials shall be removed and replaced. The pipe shall be aligned with
the previously installed pipe, and the joint pushed home. If, while the
joint is being made the gasket becomes visibly dislocated the pipe shall be
removed and the joint remade.
3.5 DRAINAGE STRUCTURES
3.5.1 Manholes and Inlets
_ Construction shall be of reinforced concrete, plain concrete, or precast
reinforced concrete; complete with frames and covers or gratings. Pipe
connections to concrete manholes and inlets shall be made with flexible,
watertight connectors.
3.6 BACKFILLING
Perform earthwork operations in accordance with Section 31 23 00.00 20,
EXCAVATION AND FILL.
3.6.1 Movement of Construction Machinery
When compacting by rolling or operating heavy equipment parallel with the
pipe, displacement of or injury to the pipe shall be avoided. Movement of
construction machinery over a culvert or storm drain at any stage of
construction shall be at the Contractor's risk. Any damaged pipe shall be
repaired or replaced.
SECTION 33 40 00 Page 5

PARKING GARAGE 12P0705
MCAS NEW RIVER, NC eProjects No. 803726
3.7 PIPELINE TESTING
3.7.1 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
and provide labor, equipment, and incidentals required for testing. Be
able to produce evidence, when required, that each item of work has`been
constructed properly in accordance with the drawings and specifications.
3.7.2 Pipeline Testing .
Check each straight run of pipeline for gross deficiencies by holding a
light in a manhole; it shall show a practically full circle of light
through the pipeline when viewed from the adjoining end of line.
-- End of Section --
SECTION 33 40 00 Page 6
�`n

PRELIMINARY REPORT OF SUBSURFACE INVESTIGATION &
GEOTECHNICAL ENGINEERING SERVICES
FOR
. STORM WATER MANAGEMENT
PERIMETER STREET PARKING GARAGE
MARINE CORPS BASE CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
OCTOBER, 2011
i V ✓iL V S -
Yi
NOV 1 4 2011

GET
Geotechnical • F,nvironmenfal -Testing
PRELIMINARY REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNICAL ENGINEERING SERVICES
Storm Water Management Parking Garage New River
MCAS New River, Camp Lejeune, North Carolina
G E T PROJECT NO: JX11-109G
September 26, 2011
Prepared for
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
2207 Hampton Boulevard
Norfolk, Virginia 23517
ATTN: Mrs. Anna Lee Bamforth, P.E.
Prepared by
GET Solutions, Inc.
> C11 V11,
NOV 1 4 2011
BY:
415 A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

GET
Gwwhnieal • Environmental •Tesffng
TO: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
2207 Hampton Boulevard
Norfolk, Virginia 23517
Attn: Mrs. Anna Lee Bamforth, P.E.
September 26, 2011
RE: Preliminary Report of Subsurface Investigation and Geotechnical Engineering Services
Storm Water Management Parking Garage New River
MCAS New River, Camp Lejeune, North Carolina
G E T Project No: JX11-109G
Dear Mrs. Bamforth:
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, �H CARO
G E T Solutions, Inc.
f �OQ
e4�� PE No.
Glenn W. Hohmeier, P.E. �F�FA,GINE�P
Senior Project Engineer W. H
NC Reg. # 033529
CAR
Camille A. Kattan, P.E.
Principal Engineer SEAL
NC Reg. # 014103 = 014103
�(f A \P.
415-A Western Boulevard • Jacksonville, NC 28546 • Phone: [phone] • Fa :I(910),478-9917 ,
[e-mail]
NOV 1 4 2011
BY:

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

Preliminary Report of Subsurface Investigation and Geotechnical Engineering Services Seplember26,2011
Storm Water Management Parking Garage New River
MICAS New River, Camp Lejeune, North Carolina
GET Project No: JX11-109G
1.0 PROJECT INFORMATION
1.1 Project Authorization
G E T Solutions, Inc. has completed our Geotechnical Engineering study forthe proposed
Storm Water Management Parking Garage New River Project located within the MICAS New
River, Marine Corps Base (MCB) Camp Lejeune, North Carolina. The geotechnical
engineering services were conducted in general accordance with the scope presented in
G E T Proposal No. PJX11-107G. Authorization to proceed with our subsurface
investigation and geotechnical engineering services was received from Mrs. Anna Lee
Bamforth of C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
1.2 Project Location and Site Description
The project site is located within the MCAS New River, Camp Lejeune, North Carolina. The
construction at this site is planned to consist of building a storm water management facility
to service the proposed multi -story parking garage.
The site is located within a partially wooded tract (boring B-1 and B-2 locations) and
partially open area of land near the intersection of Canal Street and Perimeter Road (boring
B-3 and B-4 locations). The project site generally slopes from east to west with existing
grades ranging from approximately 23 feet (MSL) along the east perimeter to about 17 feet
(MSL) along the western side.
The site is bordered to the north by a wooded tract of land, to the south by an open tract of
land followed by existing MICAS New River facilities, to the east by a large drainage swale
(from about 12 to 14 feet in depth) followed by existing MICAS New River facilities, and to
the west by Canal Street followed by a wooded tract of land.
1.3 Purpose and Scope of Services:
The purpose of this study was to obtain information on the general subsurface conditions at
the proposed project site. The subsurface conditions encountered were then evaluated
with respect to the available project characteristics. In this regard, engineering
assessments for the following items were formulated:
General assessment of the soils revealed by the borings performed at the
proposed development.
2. General location and description of potentially deleterious material
encountered in the borings that may interfere with construction progress or
performance, including existing fills, surficial/subsurface organics, or
expansive soils.
RR,�C�iV,1 ; GET
NOV 1 4 2011
BY:

Preliminary Report of Subsurface Investigation and Geotechnical Engineering Services September26,2011
Storm Water Management Parking Garage New River
MCAS New River, Camp Lejeune, North Carolina
GET Project No: JX11-109G
3. Soil preparation and construction considerations including grading, and
compaction, as well as providing Engineering criteria for placement and
compaction of approved structural fill material, including weather and
equipment effects.
4. Permeability (infiltration) values are provided based on the results of in -situ
Saturated Hydraulic Conductivity Testing as well as our experience with
similar soil conditions. Seasonal high groundwater table (SHWT) was also
estimated.
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic material in the soil, bedrock,
surface water, groundwater or air, on or below or around this site. Any statements in this
report or on the boring logs regarding odors, color, unusual or suspicious items or
conditions are strictly for the information of the client. Prior to development of this site, an
environmental assessment is advisable.
2.0 FIELD AND LABORATORY PROCEDURES
2.1 Field Exploration
In order to explore the general nature and composition of the subsurface soils at this site, a
total of four (4) 15-foot deep Standard Penetration Test (SPT) borings (designated as B-1
through B-4) were drilled by G E T Solutions, Inc. within the limits of the proposed storm
water management basin areas.
In addition, to aid in developing associated storm water management parameters, four (4)
saturated hydraulic conductivity tests (in -situ) were completed within the proposed storm
water management areas at the boring B-1 through B-4 locations.
The boring locations were established and staked in the field by a representative of
G E T Solutions, Inc. with the use of a Global Positions System unit as well as the "State
Plane" coordinates selected from the project site plan. The approximate boring locations
are shown on the attached 'Boring Location Plan" (Appendix 1), which was reproduced
based on the site plan provided by C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2.2 Laboratory Testing
Representative portions of all soil samples collected during drilling were sealed in glassjars
and ziplock bags, labeled and transferred to our laboratory for classification and analysis.
The soil classification was performed by a Geotechnical Engineer in accordance with ASTM
D2488.
Solutlons. Inc

Preliminary Report of Subsurface Investigation and Geotechnical Engineering Services
Storm Water Management Parking Garage New River
MCAS New River, Camp Lejeune, North Carolina
GET Project No: JX11-109G
Septernber26,2011
Ten (10) representative soil samples were selected and subjected to laboratory testing,
which included natural moisture and 4200 sieve wash testing and analysis, in order to
corroborate the visual classification. These test results are provided in the following table
(Table I — Laboratory Test Results) and are presented on the 'Boring Log" sheets
(Appendix II), included with this report.
Table I - Laboratory Test Results
Boring
No.
Sample
Type
Depth
(Feet)
Natural
Moisture
"�o
%
Passing
#200
Atterberg
Limits
LLIPUPI
USCS
Classification
B-1
Split Spoon
2-4
16.6
35.7
Not Tested
SC-SM
B-1
Hand Auger
2-2.5
17.0
33.6
Not Tested
SC-SM
B-1
Split Spoon
4-6
17.0
40.1
Not Tested
SC-SM
B-2
Split Spoon
2-4
18.2
38.8
Not Tested
SC-SM
B-2
Hand Auger
2-2.5
16.5
32.3
Not Tested
SC-SM
B-3
Split Spoon
4-6
15.0
30.4
Non -Plastic
SC-SM
B-3
Hand Auger
1.5-2
12.8
47.0
Not Tested
SC-SM
B-4
Hand Auger
1.5-2
18.7
56.0
Not Tested
CL
B-4
Split Spoon
4-6
26.0
78.5
Not Tested
CL
B-4
Slit S oon
8-10
17.6
12.4
Non -Plastic
SM
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Geology
The project site lies within a major physiographic province called the Atlantic Coastal Plain.
Numerous transgressions and regressions of the Atlantic Ocean have deposited marine,
lagoonal, and fluvial (stream lain) sediments. The regional geology is very complex, and
generally consists of interbedded layers of varying mixtures of sands, silts and clays.
Based on our review of existing geologic and soil boring data, the geologic stratigraphy
encountered in our subsurface explorations generally consisted of marine deposited sands,
silts and clays.
3.2 Subsurface Soil Conditions:
The results of our field exploration program indicated the presence of 3 to 5 inches of
topsoil at the soil boring locations. Beneath the surficial topsoil, the native subsurface soils
recovered at the boring locations and extending to the boring termination depth of 15 feet
below current grades, generally consisted of SAND (SM, SC-SM) with varying amounts of
Silt and Clay. As an exception, a deposit of "Lean" CLAY (CL) with varying amounts of sand
was encountered at boring B-4 from 2 to 6 feet below existing site grades. The Standard
Penetration Test (SPT) results, N-values, recorded within the granular soils ranged from 3
to 26 blows -per -foot (BPF), indicating a very loose to medium dense relative density. The
Standard Penetration Test (SPT) results, N-values, recorded within the cohesive soils
li-�,c:::.i�<,r:= GET
NOV 1 4 2011
BSI:

Preliminary Report of Subsurface Investigation and Geotechnical Engineering Services September26,2011
Storm Water Management Parking Garage New River
MCAS New River, Camp Lejeune, North Carolina
GET Project No: JX11-109G
ranged from 6 to 10 blows -per -foot (BPF), indicating a medium stiff to stiff consistency.
The subsurface description is of a generalized nature provided to highlight the major soil
strata encountered. The records of the subsurface exploration are included on the "Boring
Log" sheets (Appendix II) and in the "Generalized Soil Profile" (Appendix III), which should
be reviewed for specific information as to the individual borings. The stratifications shown
on the records of the subsurface exploration represent the conditions only at the actual
boring locations. Variations may occur and should be expected between boring locations.
The stratifications represent the approximate boundary between subsurface materials and
the transition may be gradual or occur between sample intervals. It is noted that the topsoil
designation references the presence of surficial organic laden soil, and does not represent
any particular quality specification. This material is to be tested for approval prior to use.
3.3 Groundwater Information:
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial groundwater
table was measured to occur at a depth of about 9.0 feet below the existing site grades
(elevation of about 8.0 MSL) at the boring B-3 and B-4 locations. Groundwater was not
encountered at boring B-1 and B-2 locations at the time of drilling to depths explored which
is likely due to the influence of a deep drainage swale located in the immediate vicinity of
these borings. The variation in groundwater depths are anticipated to have been
contributed by the variations in existing site grade elevations and the associated distance
between boring locations. The boreholes were backfilled upon completion for safety
considerations. As such, the reported groundwater levels at these locations may not be
indicative of the static groundwater level.
Also, the soils recovered from boring B-1 through B-4 locations were visually classified to
identify color changes to aid in indicating the normal estimated Seasonal High Water Table
(SHWT). It is noted that soil morphology may not be a reliable indicator of the SHWT.
However, color distinctions (from orangish brown and tan to light gray and orangish brown;
slightly mottled orangish brown -gray to slightly mottled gray-orangish brown) were generally
observed within the soil profile of soil samples collected at the location of borings B-1
through B-4. As such, the normal SHWT depth was estimated to occur at depths ranging
from approximately 4 to 5 feet (borings B-1 and B-2, respectively) and 3 feet (borings B-3
and B-4 locations) below the existing site grades.
It should be noted that perched water conditions may occur throughout the site during
periods of heavy precipitation and/or during the wet season. The perched condition is
anticipated to occur in areas where shallow subsurface clayey soils were encountered.
These soils will act as a restrictive layer allowing excessive moisture to accumulate within
the overlying granular soils.
Solutions.lnc

Preliminary Report of Subsurface Investigation and Geotechnical Engineering Services Sepember26,2011
Storm Water Management Parking Garage New River
MCAS New River, Camp Lejeune, North Carolina
GET Project No: JX11-109G
Groundwater conditions will vary with environmental variations and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made influences,
such as existing swales, drainage ponds, underdrains and areas of covered soil (paved
parking lots, sidewalks, etc.). Seasonal groundwater fluctuations of ± 2 feet (or more) are
common in the project's area; however, greater fluctuations have been documented. We
recommend that the contractor determine the actual groundwater levels at the time of the
construction to determine groundwater impact on the construction procedures.
4.0 EVALUATION AND RECOMMENDATIONS
Our recommendations are based on previously discussed project information, our
interpretation of the soil test borings and laboratory data, and our observations during our
site reconnaissance. If the proposed construction should vary from what was described, we
request the opportunity to review our recommendations and make any necessary changes.
4.1 Soil Permeability
Four (4) infiltration test boreholes were prepared (boring locations B-1 through B-4) utilizing
a planer auger to remove soil clippings from their base. Infiltration testing was performed at
a depth corresponding to an elevation of approximately 2.0 to 2.5 feet below the existing
site grades at the boring B-1 and B-2 locations and approximately 1.5 to 2.0 feet below the
existing site grades at the boring B-3 and B-4 locations. Infiltration testing was then
conducted within the vadose zone utilizing a Precision Permeameter and the following
testing procedures.
A support stand was assembled and placed adjacent to the borehole. This stand holds a
calibrated reservoir (2000 ml) and a cable used to raise and lower the water control unit
(WCU). The WCU establishes a constant water head within the borehole during testing by
use of a precision valve and float assembly. The WCU was attached to the flow reservoir
with a 2-meter (6.6 foot) braided PVC hose and then lowered by cable into the borehole to
the test depth elevation. As required by the Glover solution, the WCU was suspended
above the bottom of the borehole at an elevation of approximately 5 times the borehole
diameter. The shut-off valve was then opened allowing water to pass through the WCU to
fill the borehole to the constant water level elevation. The absorption rate slowed as the
soil voids became filled and an equilibrium developed as a wetting bulb developed around
the borehole. Water was continuously added until the flow rate stabilized. The reservoir
was then re -filled in order to begin testing. During testing, as the water drained into the
borehole and surrounding soils, the water level within the calibrated reservoir was recorded
as well as the elapsed time during each interval. The test was continued until relatively
consistent flow rates were documented. During testing the quick release connections and
shutoff valve were monitored to ensure that no leakage occurred. The flow rate (Q), height
of the constant water level (H), and borehole diameter (D) were used to calculate KS
utilizing the Glover Solution.
NOV 1 4 2011 GET
Q�
B`�':

Preliminary Report of Subsurface Investigation and Geotechnical Engineering Services Seplember26,2011
Storm Water Management Parking Garage New River
MCAS New River, Camp Lejeune, North Carolina
GET Project No: JX11-109G
Based on the field testing and corroborated with laboratory testing results (published values
compared to classification results), the hydraulic conductivity of the shallow soils is
tabulated below (Table II) and is presented on the "Hydraulic Conductivity Worksheet"
(Appendix IV), included with this report.
Table II — Infiltration Test Results
Hydraulic
Test
4200
Conductivity
Infiltration Test
Depth
Sieve
Classification
cm/sec
(feet)
(%)
in/hour
cm/sec
B-1
2 to 2.5
33.6
SC-SM
0.107
7.58E-05
B-2
2 to 2.5
32.3
SC-SM
0.064
4.53E-05
B-3
1.5 to 2
47.0
SC-SM
0.130
9.14E-05
B-4
1.5 to 2
56.0
CL
0.004
2.99E-06
4.2 Structural Fill and Placement
Any material to be used for backfill or structural fill should be evaluated and tested by
G E T Solutions, Inc. prior to placement to determine if they are suitable for the intended
use. Suitable "structural fill material should consist of sand or gravel containing less than 20
percent by weight of fines (SP, SP-SM, SM, SW, SW-SM, GP, GP -GM, GW, GW-GM),
having a liquid limit less than 20 and plastic limit less than 6, and should be free of rubble,
organics, clay, debris and other unsuitable material.
All structural fill should be compacted to a dry density of at least 95 percent of the Modified
Proctor maximum dry density (ASTM D1557). In general, the compaction should be
accomplished by placing the fill in maximum 10-inch loose lifts and mechanically
compacting each lift to at least the specified minimum dry density. A representative of
G E T Solutions, Inc. should perform field density tests on each lift as necessary to assure
that adequate compaction is achieved.
4.3 Suitability of On -site Soils
Based on the laboratory testing program, the shallow subsurface SAND (SM) soils
encountered at the boring locations (beneath the topsoil) appear to meet the criteria
recommended in this report for reuse as structural fill. Additionally, it is anticipated that any
soils excavated on -site and proposed to be re -used as backfill, will require stockpiling and
air drying in order to establish a moisture content suitable for compaction. Soil deposits
excavated at the site and noted to contain significant amounts of organics should not be
used as fill and/or backfill within the proposed construction areas. Further classification
testing (natural moisture content, gradation analysis, and Proctor testing) should be
performed in the field during construction to evaluate the suitability of excavated soils for
reuse as fill and backfill.
• Soludons. Inc

Preliminary Report of Subsurface Investigation and Geotechnical Engineering Services September26,2011
Storm Water Management Parking Garage New River
MCAS New River, Camp Lejeune, North Carolina
GET Project No: JX11-109G
Backfill material in utility trenches within the construction areas should consist of structural
fill (as described above), and should be compacted to at least 95 percent of ASTM D1557.
This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is
used.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Drainage and Groundwater Concerns:
It is expected that dewatering may be required for excavations that extend near or below
the existing groundwater table. Dewatering above the groundwater level could probably be
accomplished by pumping from sumps. Dewatering at depths below the groundwater level
will likely require well pointing.
It is recommended that the contractor determine the actual groundwater levels at the time
of the construction to determine groundwater impact throughout the project site and at
specific proposed excavation locations.
It would be advantageous to construct all fills early in the construction. If this is not
accomplished, disturbance of the existing site drainage could result in collection of surface
water in some areas, thus rendering these areas wet and very loose. Temporary drainage
ditches should be employed by the contractor to accentuate drainage during construction.
5.2 Site Utility Installation:
The base of the utility trenches should be observed by a qualified inspector prior to the pipe
and structure placement to verify the suitability of the bearing soils. Based on the results of
our field exploration program it is expected that the utilities and structures located at depths
greater than about 10 feet below current grades may bear in wet, loose sandy soils. In
these instances the bearing soils will likely require some stabilization to provide suitable
bedding. This stabilization is typically accomplished by providing additional bedding
materials (No. 57 stone). In addition depending on the depth of the utility trench excavation,
some means of dewatering may be required to facilitate the utility installation and
associated backfilling. Excavations extending below the groundwater level will likely require
well pointing.
Generally, the subsurface Sand (SM) soils encountered at the boring locations appear to
meet the criteria recommended in this report for reuse as structural fill. Accordingly, bulk
soil sampling and classification testing is recommended to be performed to substantiate the
suitability of their intended use at the time of construction. Additionally, stockpiling and
allowing the soils to air dry may be required in order to obtain a moisture content suitable
for compaction procedures.
NOV 1 4 2011
BY:
Solutions, Inc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering Services Septernber26,2011
Storm Water Management Parking Garage New River
MICAS New River, Camp Lejeune, North Carolina
GET Project No: JX11-109G
5.3 Excavations:
In Federal Register, Volume 54, No. 209 (October, 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to
better insure the safety of workmen entering trenches or excavations. It is mandated by
this federal regulation that all excavations, whether they be utility trenches, basement
excavation or footing excavations, be constructed in accordance with the new (OSHA)
guidelines. It is our understanding that these regulations are being strictly enforced and if
they are not closely followed, the owner and the contractor could be liable for substantial
penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. The contractor's responsible
person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the
excavations as part of the contractor's safety procedures. In no case should slope height,
slope inclination, or excavation depth, including utility trench excavation depth, exceed
those specified in local, state, and federal safety regulations.
We are providing this information solely as a service to our client. G E T Solutions, Inc. is
not assuming responsibility for construction site safety or the contractor's activities; such
responsibility is not being implied and should not be inferred.
Solutions, Inc

Preliminary Report of Subsurface Investigation and Geotechnical Engineering Services September26,2011
Storm Water Management Parking Garage New River
MCAS New River, Camp Lejeune, North Carolina
GET Project No: JX11-109G
6.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained by
G E T Solutions, Inc. and the information supplied by the client for the proposed project. If
there are any revisions to the plans for this project or if deviations from the subsurface
conditions noted in this report are encountered during construction, G E T Solutions, Inc.
should be notified immediately to determine if changes in our recommendations are
required. If G E T Solutions, Inc. is not retained to perform these functions,
G E T Solutions, Inc. can not be responsible for the impact of those conditions on the
geotechnical recommendations for the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications or
professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
After the plans and specifications are more complete the Geotechnical Engineer should be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents,
in order that the earthwork recommendations may be properly interpreted and
implemented. At that time, it may be necessary to submit supplementary recommendations.
This report has been prepared for the exclusive use of the Client and their consultants for
the specific application to the proposed Storm Water Management Parking Garage New
River Project located within the MICAS New River, Marine Corps Base (MCB) Camp
Lejeune, military installation in North Carolina.
_I;u V
NOV 1 4 2011

APPENDICES
BORING LOCATION PLAN
II BORING LOGS
III GENERALIZED SOIL PROFILE
IV HYDRAULIC CONDUCTIVITY WORKSHEETS
V CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
NOV 1 4 2011

APPENDIX I
BORING LOCATION PLAN
I NOV 1 4 2011
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BORING LOCATION PLAN
PROJECT: Storm Water Management Parking Garage New River SCALE: As Drawn
MCAS New River Camp Lejeune, North Carolina
DATE: 9/26/2011
PROJECT NO: JX11-109G PLOT BY: GH
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
NOV 1 I NOV 1 4 2011

GETPROJECT:
wsear.e..x�.,..,m.narq
BORING LOG
B-1
Storm Water Management Parking Garage New River
CLIENT: C. Allan Bamforth Jr. Engineer -Surveyor LTD
PROJECT LOCATION: MCAS New River, Camp Leieune, NC PROJECT NO.: JX11-109G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-7-11
DEPTH TO WATER - INITIAL': 4 _ AFTER 24 HOURS: Z _ CAVING> -
c
0
i1i(2
a m
o E
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Description
U
a
N
a 6
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TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 40 60 70
3
5
9
16
7
16
10
3.
5
0.1
4-inches of Topsoil
1
17
ss
z
z
.i:...:...:...:...:...:...
....... .... .....
j
.. .......... ....... .:...
/...'...:
..[...:
........ ....
...............................
.3
Brown, moist, Silty fine to medium SAND (SM), Very Loose
Orangish brown and tan, moist, Silty, Clayey fine to medium SAND
(SC-SM), Loose
Estimated SHWT @ 4.0 feet below site grade
2
15
ss
z
n
Z
'
3
16
ss
a
5
9
Light gray and orangish brown, moist, Silty, Clayey fine to medium
SAND (SC-SM), Loose
15
4
14
ss
e
8
10
Light gray and orangish brown, moist, Silty fine to medium SAND
(SM), Loose to Medium Dense
5
16
ss
a
9
a
6
17
ss
,0
a
10
iiiii
7
15
ss
s
5
Boring terminated at 15 ft.
li��iC„�a'J ..�• .v
NOV 1 4 2011
BY:
z
z
30
10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Augerht of Sample
BS = Bulk Sample
*The initial oroundwater readino may not he indicative ofthe static groundwater level WOH =
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
BORING LOG
B-2
Storm Water Management Parking Garage New River
CLIENT: C. Allan Bamforth Jr. Engineer -Surveyor LTD
PROJECT LOCATION: MCAS New River, Camp Leleune, NC PROJECT NO.: JX11-109G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-7-11
DEPTH TO WATER - INITIAL': 4 _ AFTER 24 HOURS: 3 _ CAVING> L
o
`^
Wp
c t2
5. 01
E
r„
n
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a
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n z
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a d
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M H
N
o
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_
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Z\
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TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
4
7
12
15
8
14
8
24
8
4-inches of Topsoil
1
17
ss
2
p
s
% ;..y.-.,-........
j . . . . — . —
/
/
. . . . .
_- .. ... ... ...... ..
.3
Brown and tan, moist, Silty fine to medium SAND (SM), Very Loose
20
Orangish brown and tan, moist, Silty, Clayey fine to medium SAND
(SC-SM), Loose
4
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt, Medium Dense
Estimated SHWT @ 5 feet below site grade
?6 `.!
p p _ ; ;
2
3
18
18
ss
ss
3
e
4
a
`!
q
21
ss
'
s
8
15
Light gray and orangish brown, moist, Silty fine to medium SAND
(SM), Loose to Medium Dense
5
16
as
6
n
4
10
4
6
15
ss
a
e
7
16
ss
y
Boring terminated at 15 ft.
30
10
.to
35
-1
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
=e
BS Bulk Sampl
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
cnna...1•o-.«�.�m.,m�
BORING LOG
B-3
Storm Water Management Parking Garage New River
CLIENT: C. Allan Bamforth Jr. Engineer -Surveyor LTD
PROJECT LOCATION: MICAS New River, Camp Leleune, NC PROJECT NO.: JX11-109G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-8-11
DEPTH TO WATER -INITIAL*: S 9 AFTER 24 HOURS: k _ CAVING> L
o
J
Wo
nJE_
n
o�,
Description
n
C�
w
n c
m Z
n>
rM 0
n d
u~
'
m n
v
Z
oo
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TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value-
10 20 30 40 50 60 70
3
5
9
16
17
16
7.
0
4-inches of Topsoil
.3
Brown, moist, Silty fine to medium SAND (SM), Very Loose
?!;;;
1
17
ss
2
z
z
` IT'
I
:.I ...... _.....:.......:...
�
:.1. ....:...:...:...:...:...
�'
/ .:.. .:...:. .:. ..:...
j
j
j
.. .....:...:.. .:. ..
_.:...: _.:...:...:...:_.:...
Orangish brown and tan, moist, Silty, Clayey fine to medium SAND
(SC-SM). Loose
Estimated SHWT @ 3 feet below site grade
2
15
ss
2
z
s
4
3
16
ss
a
s
s
10
Light gray and orangish brown, moist, Silty, Clayey fine to medium
SAND (SC-SM), Loose
.....
4
14
SS
8
g
1e
Light gray and orangish brown, moist to wet, Silty fine to medium
SAND SM , Loose to Medium Dense
- ( )
5
16
ss
s
y
-
4
6
17
55
10�
j
5
Boring terminated at 15 ft.
V ...J _✓
NOV 1 4 2011
z
-1
30
10
-1
35
Notes: SS = Split Spoon Sample
ST =Shelby Tube Sample
HA =Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
r .ea�•r.r,...,W r..,�
BORING LOG
B-4
Storm Water Management Parking Garage New River
CLIENT: C. Allan Bamforth Jr. Engineer -Surveyor, LTD
PROJECT LOCATION: MCAS New River, Camp Leleune, NC PROJECT NO.: JX11-109G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-8-11
DEPTH TO WATER - INITIAL': V 9 AFTER 24 HOURS: T _ CAVING> S
c
D
W M
L
m
p E
L
w d
p
Description
t
m
n
E Z
m
n>
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y
n d
E
in t-
N [O
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Z\
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N
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TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
6
6
10
26
13
5
5
6.
B
1210
5-inches of Topsoil
liiii
.....
1
19
ss
2
24
5
j
j
/ _..S _.. .. ......
.......:...:...:...
:(
..:1.... . .:. .:...
-
/'
l:
..................:
i .:...:...:. _ .:...:...: ..
. ... ...... ...... ... ...... ....
al
.4
Brown, moist, Silty fine to medium SAND (SM), Very Loose
Slightly mottled orangish brown -gray, moist, Sandy "Lean" CLAY
(CL), Medium Stiff
Estimated SHWT @ 3 feet below site grade
2
22
ss
4
3
n
2
3
4
20
18
ss
ss
4
10
13
13
11
lightly mottledgray-orangish brown, moist, Sand Lean" Clay CL
9 Y Y" Y( ).
Stiff
1
Light gray, moist, Silty fine to medium SAND (SM), Medium Dense
Light gray and orangish brown, moist to wet, Silty fine to coarse
SAND (SM), Medium Dense
1
Dark gray, wet, Silty fine to medium SAND (SM) with trace Clay,
Loose
::::
.
S
6
18
24
ss
ss
9
6
s
s
3
4
4
IT
IT
7
17
ss
4
3
6
Boring terminated at 15 ft.
25
30
10
-15
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk SampleHammer I
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

APPENDIX III
GENERALIZED SOIL PROFILE
NOV 1 4 2011
BY:

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Silty Sand
N
GENERALIZED SOIL PROFILE
�
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HUHILUNIAL DRAWN BY/APPROVED BY DATE DRAWN
SCALE:
Silty Clayey Sand
OJ
9/26/2011
SCALE: P=5' gwh
J
i
Storm Water Management Parking Garage New
,,,.
Peelygraded Sand
pp
l_i;�
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River
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Lean Clay
FIGURE NUMBER
PROJECT NO. JXI 1-109G
%/�

APPENDIX IV
HYDRAULIC CONDUCTIVITY WORKSHEETS
NOV 1 4 2011

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Storm Water Mang. Park, Gar. New River
Location.......: MCAS New River, Camp Lejeune,
Terminology and Solution
Boring No ...... : B-1
Date .............: 9/22/2011
Ksat: Saturated hydraulic conductivity
Investigators.: B. Cone/C. Forney
File No.........: JX11-109G
Q: Steady-state rate of water Flow into the soil
Boring Depth.: 2.5 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = 0[sinh-1(H/r) - (r2/H2+1),5 + r/H] / (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapse
Time
Flow Rate Q
ml/min[alb]
--- Ksat Equivalent Values---------
hr:min:sec
min b
(cm/min)^
cm/sec(cm/day)
in/hr
ft/da
120
10:00:00 AM
110
10
10:00:34 AM
0:00:34
0.57
17.65
0.006
9.29E-05
8.0
0.132
0.26
100
10
10:01:11 AM
0:00:37
0.62
16.22
0.005
8.54E-05
7.4
0.121
0.24
90
10
10:01:49 AM
0:00:38
0.63
15.79
0.005
8.31 E-05
7.2
0.1181
0.24
80
10
10:02:29 AM
0:00:40
0.67
15.00
0.005
7.90E-05
6.8
0.1121
0.22
70
10
10:03:12 AM
0:00:43
0.72
13.95
0.0041
7.35E-05
6.3
0.1041
0.21
60
10
10:03:56 AM
0:00:44
0.73
13.64
0.004
7.18E-05
6.2
0.102
0.20
50
10
10:04:41 AM
0:00:45
0.75
13.33
0.004
7.02E-05
6.1
0.100
0.20
40
10
10:05:31 AM
0:00:50
0.83
12.00
0.004
6.32E-05
5.5
0.090
0.18
30
10
10:06:18AM
0:00:47
0.78
12.77
0.004
6.72E-05
5.8
0.095
0.19
20
10
10:07:02 AM
0:00:44
0.73
13.64
0.004
7.18E-05
6.2
0.102
0.20
Natural Moisture: 17.0%
% Passing #200 : 33.6%
ESTIMATED FIELD KSAT:1
0.005
7.58E-05
6.6110.1071
0.21
USCS Class.: SC-SM
Consistency: Loose
Depth to an Impermeable Layer: NA
=
Notes: Ksat Class Moderately Low
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeameteim

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Storm Water Mang. Park. Gar. New River
Location.......: MCAS New River, Camp Le'eune,
Terminology and Solution
Boring No......: B-2
Date .............: 9/22/2011
Ksat : Saturated hydraulic conductivity
Investigators.: B. Cone/C. Forney
File No.........: JX11-109G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2.5 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Red. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat=Q[sinh-1(H/r)-(r2/H2+1),5+r/H]/(2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Elapsed Time
Flow Rate Q
ml/min) [a/b]
------- Ksat Equivalent Values ------
hr:min:sec
min b
(cm/min
cm/sec(cm/day)
in/hr
ft/da
120
10:30:00 AM
115
5
10:30:49 AM
0:00:49
0.82
6.12
0.002
3.22E-05
2.8
0.0461
0.09
110
5
10:31:27 AM
0:00:38
0.63
7.89
0.002
4.16E-05
3.6
0.0591
0.12
105
5
10:32:04 AM
0:00:37
0.62
8.11
0.003
4.27E-05
3.7
0.0611
0.12
100
5
10:32:36 AM
0:00:32
0.53
9.38
0.003
4.94E-05
4.3
0.070
0.14
95
5
10:33:10 AM
0:00:34
0.57
8.82
0.003
4.65E-05
4.0
0.066
0.13
90
5
10:33:43 AM
0:00:33
0.55
9.09
0.003
4.79E-05
4.1
0.0681
0.14
85
5
10:34:16 AM
0:00:33
0.55
9.09
0.003
4.79E-05
4.1
0.068
0.14
80
5
10:34:48 AM
0:00:32
0.53
9.38
0.003
4.94E-05
4.3
0.070
0.14
75
5
10:35:20 AM
0:00:32
0.53
9.38
0.003
4.94E-05
4.3
0.070
0.14
70
5
10:35:54 AM
0:00:34
0.57
8.82
0.003
4.65E-05
4.0
0,066
0.13
Natural Moisture: 16.5%
% Passing #200 : 32.3%
ESTIMATED FIELD KSAT:
0.003
4.53E-05
3.9
0.0641
0.13
USCS Class.: SC-SM
I Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class Moderately Low =
Structure/Fabric: N
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision PenneametePp

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Storm Water Mang. Park. Gar. New River
Location.......: MCAS New River, Camp Lejeune, N
Terminology and Solution
Boring No......: B-3
Date .............: 9/22/2011
Ksat : Saturated hydraulic conductivity
Investigators.: B. Cone/C. Forney
File No.........: JX11-109G
0: Steady-state rate of water flow into the soil
Boring Depth.: 2.0 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = 0[sinh-1(H/r) - (2/1-12+1),5 . r[H] / (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapse
Time
Flow Rate O
ml/min sib
------------- Ksat
E uivalent Values------------
hr:min:sec
min b
cm/min
cm/sec
(cm/day)in/hr
ft/da
3100
11:50:00 AM
-
_
_
_
3090
10
11:50:31 AM
0:00:31
0.52
19.35
0.006
1.02E-04
8.8
0.1441
0.29
3080
10
11:51:03 AM
1 0:00:32
0.53
18.75
0.006
9.87E-05
8.5
0.1401
0.28
3070
10
11:51:37 AM
0:00:34
0.57
17.65
0.006
9.29E-05
8.0
0.132
0.26
3060
10
11:52:09 AM
0:00:32
0.53
18.75
0.006
9.87E-05
8.5
0.140
0.28
3050
10
11:52:45 AM
0:00:36
0.60
16.67
0.0051
8.78E-05
7.6
0.124
0.25
3040
10
11:53:21 AM
0:00:36
0.60
16.67
0.005
8.78E-05
7.6
0.124
0.25
3030
10
11:53:56 AM
0:00:35
0.58
17.14
0.005
9.03E-05
7.8
0.128
0.26
3020
10
11:54:33 AM
0:00:37
0.62
16.22
0.005
8.54E-05
7.4
0.121
0.24
3010
10
11:55:09 AM
0:00:36
0.60
16.67
0.005
8.78E-05
7.61
0.124
0.25
3000
10
11:55:47 AM
0:00:38
0.63
15.79
0.005
8.31 E-05
7.2
0.118
0.24
Natural Moisture: 12.8%
% Passing #200 : 47.0%
ESTIMATED FIELD KSAT:
0.005
9.14E-05
7.9
0.1301
0.26
USCS Class.: SC-SMI
Consistency: Loose
Depth to an Impermeable Layer: NA
=
Notes: Ksat Class Moderately Low
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision PermeameteP

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Storm Water Mang. Park. Gar. New Rive
Location.......: MCAS New River, Camp Lejeune, N
Terminology and Solution
Boring No......: B-4
Date .............: 9/22/2011
Ksat : Saturated hydraulic conductivity
Investigators.: B. Cone/C. Forney
File No.........: JX11-109G
0: Steady -stale rate of water flow into the soil
Boring Depth.: 2.0 ft
WCU Base. HL h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = 0[sinh-1(H/r) - (01-12+1).5. r/H] / (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed
Time
Flow Rate O
ml/min) [a/b]
------- Ksat
E uivalent Values--------
hr:min:sec
min b
(cm/min
cm/sec(cm/day)
in/hr
ft/da
70
10:55:00 AM
69
1
10:56:34 AM
0:01:34
1.57
0.64
0.000
3.36E-06
0.3
0.005
0.01
68
1
11:00:03 AM
0:03:29
3.48
0.29
0.000
1.51E-06
0.1
0.002
0.00
67
1
11:01:30 AM
0:01:27
1.45
0.69
0.000
3.63E-06
0.3
0.005
0.01
66
1
11:03:11 AM
0:01:41
1.68
0.59
0.000
3.13E-06
0.3
0.004
0.01
65
1
11:04:35 AM
0:01:24
1.40
0.71
0.0001
3.76E-06
0.3
0.005
0.01
64
1
11:05:45 AM
0:01:10
1.17
0.86
0.000
4.51 E-06
0.4
0.0061
0.01
63
1
11:07:22 AM
0:01:37
1.62
0.62
0.000
3.26E-06
0.3
0.005
0.01
62
1
11:10:18 AM
0:02:56
2.93
0.34
0.000
1.80E-06
0.2
0.003
0.01
61
1
11:12:58 AM
0:02:40
2.67
0.38
0.000
1.97E-06
0.2
0.003
0.01
Natural Moisture: 18.7%
% Passing #200 : 56.0%
ESTIMATED FIELD KSAT:j
0.000
2.99E-06
0.31
0.004
0.01
USCS Class.: CL
Consistency: Medium Stiff
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Low
Structure/Fabric: NA
Slo pe/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeametd'

APPENDIX V
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
NOV 1 4 2011

GET
LrolMmimf •Lngmnwnbl •Te,Nng
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
EBzabeth City Office
504 East Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Test WTI. N-value
Standard Penetration Tests (SPT) were performed in the field in general accordance with ASTM D 1586, The soil samples were obtained with a
standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches. The number of
blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
boring logs. The sum of the second and third penetration increments is termed the SPT N-value.
NON COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations)
Relative Density
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 t/p to 1 inch diameter
Fine t/q to 1/z inch diameter
Sand Coarse 2.00 man to 1/a inch
(diameter of pencil lead)
Medium 0.42 to 2.00 mm
(diameter of broom straw)
Fine 0.074 to 0.42 cam
(diameter of human hair)
Silt 0.002 to 0.074 man
(cannot see particles)
CLASSIFICATION M BOIS (ASTM D 2487 and D 2488)
Coarse Grained Soils
More than 50% retained on No. 200 sieve
GW - Well -graded Gravel
GP - Poorly graded Gravel
GW-GM - Well -graded Gravel w/Silt
GW-GC - Well -graded Gravel w/Clay
GP -GM - Poorly graded Gravel w/Silt
GP -GC - Poorly graded Gravel w/Clay
GM - Silty Gravel
GC - Clayey Gravel
GC -GM - Silty, Clayey Gravel
SW - Well -graded Sand
SP - Poorly graded Sand
SW-SM - Well -graded Sand w/Silt
SW -SC - Well -graded Sand w/Clay
SP-SM - Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand w/Clay
SM - Silty Sand
SC - Clayey Sand
SC-SM - Silty, Clayey Sand
Fine -Grained Soils
50°h or more passes the No. 200 sieve
CL - Lean Clay
CL-ML - Silty Clay
ML - Silt
OL - Organic Clay/Silt
Liquid Limit 50%or greater
CH - Fat Clay
MH - Elastic Silt
OH - Organic Clay/Silt
Highly Organic Soils
PT - Peat
COHESIVE SOILS
(CLAY, SILT and Combinations)
Consistency
Very Soft
2 blows/ft. or less
Soft
3 to 4 blows/ft.
Medium Stiff
5 to 8 blows/ft.
Stiff
9 to 15 blows/ft.
Very Stiff
16 to 30 blows/ft.
Hard
31 blows/ft. or more
Relative Proportions
Destsipcive
Term Percent
Trace
0-5
Few
5-10
Little
15-25
Some
30-45
Mostly
50-100
Strata Changes
In the column "Description" on the boring log, the horizontal
lines represent approximate strata changes.
outndwater Readings
Groundwater conditions will vary with environmental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
man-made influences, such as existing swales, drainage
ponds, underdrains and areas of covered soil (paved parking
lots, side 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, SM, SC
5 to 12 percent Borderline cases requiring dual
symbols
Plastiaty Chart
60
50
x 40
0
>3 00
U 20
g 10
0
0
CL
CH
%o An 7n an en 11
Page 1 of 1
GET Revision 12/12/07
LIQUID LIMIT (LL) (%)

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