SW8080313_HISTORICAL FILE_20140226

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 )c)3 I
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Z_ol Z 21,m
YYYYMMDD

IFFWA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Energy, Mineral, and Land Resources
Tracy E. Davis, PE, CPM
Director
February 26, 2014
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
1005 Michael Road
Camp Lejeune, NC 28542
Pat McCrory, Governor
John E. Skvarla, III, Secretary
Subject: State Stormwater Management Permit No. SW8 080313 Mod,
P-1184 Dining Facility t P-1286 Rifle Range BEQ !
P-1349 Special Ops Training Complex
High Density infiltration Basin 1 Sand Filter Project
Onslow County
Dear Mr. Paul;
Effective August 1, 2013 the State Stormwater program has been transferred from the Division
of Water Quality (DWQ) to the Division of Energy, Mineral and Land Resources (DEMLR). All
previous references to DWQ will remain in older Stormwater permits issued prior to August 1,
2013 until they are modified. Please note that this modified permit now references DEMLR as
the Division responsible for issuance of the permit
The Wilmington Regional Office received a complete, modified Stormwater Management Permit
Application for P-1184 Dining Facility l P-1286 Rifle Range BEQ / P-1349 Special Ops
Training Complex on February 21, 2014. Staff review of the plans and specifications has
determined that the project, as proposed, will comply with the Stormwater Regulations set forth
in Session Law 2008-211 and Title 15A NCAC 2H.1000. We are forwarding modified Permit
No. SW8 080313 dated February 26, 2014, 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 December 30, 2021. The permittee
and the project shall be subject to the conditions and limitations as specified therein. Please
pay special attention to the conditions listed in this permit regarding the Operation and
Maintenance of the BMP(s), certification of the_BMP's, procedures for changing ownership,
transferring the permit, and renewing the permit. Failure to establish an adequate system for
operation and maintenance of the stormwater management system, to certify the BMP's, to
transfer the permit, or to renew the permit, will result in future compliance problems.
The following modifications are covered by and added to this permit:
1. Adds the P-1349 Special Ops Training Complex.
2. Reduces the drainage area and BUA for Basin #6 slightly. The eliminated portion of DA
6 has been incorporated into the new DA-9.
3. Eliminates the previously permitted small infiltration basin for DA-9 and adds a new
Sand Filter #3 in a new location to serve DA-9.
4. Adds DA-10 served by a new Sand Filter #4.
5. The previously permitted infiltration basins in DA's 1, 2, 3, 5, and 7 are unchanged.
6. Permit SW8 040912 will be rescinded upon the installation and certification of Basins 6
and 7.
7. The plans previously approved on April 29, 2008 for P-1184 Stone Bay Dining Hall, and
on July 13, 2012 and November 2, 2013 for the P-1286 BEQ Rifle Range, are
considered part of the approved plans for this modification only in regard to the grading,
layout and details of those projects, grading, layout and details for Basins 1, 2, 3, 5, 6
and 7 and their associated vegetated filters.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 Phone: [phone] Fax: [phone]

State Stormwater Management Systems
Permit No. SW8 080313 Mod.
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 150E 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].
Sin erely,
CCSV
racy E. avis, P.E., Director
Division of Energy, Mineral and Land Resources
GDS/arl: . G.1WQ1SharedlStormwateAPermits & Projects120081080313 HD12014 02 permit 080313
cc: Andrea Murden, P.E., C. Allan Bamforth, Jr.
David Towler, MCB Camp Lejeune
Wilmington Regional Office Stormwater File
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 080313 Mod.
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE'STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commanding Officer, MCB Camp Lejeune
P-1184 Stone Bay Dining Nall /P-1286 BEQ Rifle Range /P-1349 Special Ops Training Complex
Rifle Range Road, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of six (6) infiltration basins and two 2) sand
filters in compliance with the provisions of Session Law 2008-211 and 15A N AC 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 Energy, Mineral and Land Resources and
considered a part of this permit.
This permit shall be effective from the date of issuance until December 30, 2021. The
permittee and the project 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 Sections 1.7 and 1.8 of this permit. The eight stormwater
controls labeled DA1, DA2, DA3, DA5, DA6, DA7, DAP and DA-'J0 have been
d16 53 ft"; 142,320 ft e 165,414 ft 79 902 ft and runoff fror
a total of P9,0111,4 3 ft of impervious
area, respectively.
3. The overflow from each infiltration basin and sand filter covered by this permit
must be directed to a 50-foot level spreader and vegetated filter strip. The
underdrain discharge from SF #3 in DA 9 and SF #4 in DA 10 is directed into a
level spreader and 50' vegetated filter strip, designed per Section .1008 (f) of the
stormwater rules to achieve effective infiltration of the underdrain runoff.
4. The runoff from all built -upon area within each permitted drainage area of this
project must be directed into the appropriate permitted stormwater control
system.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 080313 Mod.
5. Each infiltration basin and sand filter will be limited to the treatment of that
amount of built -upon area indicated in Sections 1.2, 1.7 and 1.8 of this permit, and
as shown on the approved plans. The built -upon area for future development is
limited to 3,160 square feet within DA 5.
6. Projects covered by this permit will maintain a minimum 50-foot-wide vegetated
buffer adjacent surface waters, measured horizontally from and perpendicular to
the normal pool of impounded structures, the top of bank of each side of streams
and rivers, and the mean high water line of tidal waters.
7. The following design criteria have been permitted for the infiltration basins and
must be provided and maintained at design condition.
Design Criteria
DA 1
DA 2
DA 3
DA 5
DA 6
DA 7
a. Drainage Area: acres
3.44
1.16
3.23
0.78
7.00
6.59
-Onsite, ft2
149,975
50,530
140,526
33,812
303,837
287,276
-Offsite, ft2
0
0
0
0
1,067
0
b.Total Impervious Surfaces, ft2
99,550
23,705
53,429
16,553
142,320
165,414
-Buildings, ft2
25,961
860
280
7,575
31,670
1,992
-Parking, ft2
54,619
21,715
0
0
54,149
0
-Street, ft2
0
0
0
4,480
11,056
0
-Sidewalks, ft2
8,545
1,130
12,226
1,338
13,477
14,229
-Other, ft2
0
0
0
0
7,349
0
-Offsite, ft2
0
0
0
0
1,067
0
Future, ft2
0
0
0
3,160
0
0
-- - - - -- --------- -
-Existin , fi
- - -- ---
- -----
10,425
------------------
0
-------------------
40,923
-------------------
0
------------------
23,552
-------------------
149,193
c. Design Storm, in. (1 yr 24 hr)
3.6
3.6
3.6
3.6
3.6
3.6
d. Difference in the pre- and post -
development 1 r, 24-hr runoff, ft3
26,878
6,365
14,426
4,444
38,692
44,662
e. Basin Bottom Elev., FMSL:
47.5
47.87
45.50
50.13
46.5
45.5
f. Basin Bottom Surface Area, ft2:
10,552
3,941
6,233
2,946
17,671
17,283
g. Bypass Weir Elevation, FMSL:
49.73
49.17
47.51
51.40
48.6
47.79
h. Permitted Storage Volume, ft :
26,935
6,469
14,453
4,500
.40,854
44,674
L Type of Soil:
Sand
Sand
Sand
Sand
Sand
Sand
'. Expected Infiltration Rate, inlhr:
6.54
7.7
0.73
5.0
10.3
10.3
k. SHWT, FMSL:
45.33
45.87
43.5
48.13 -
44.5
43.5
I. Draw Down Time, hrs:
4.7
2.5
38.1
3.6
27
3.0
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 080313 Mod.
8. The following design criteria have been permitted for the sand filters and must be
provided and maintained at design condition.
DA 9
DA 10
Design Criteria
SF3)
(SF4)
a. Drainage Area: acres
3.01
3,09
-Onsite, ft2
131,167
134,458
-Offsite, ft2
0
0
b. Total Impervious Surfaces, ft
79,902
111,453
-Buildings, ft2
0
0
-Parking, ft2
78,577
111,453
-Street, ft2
0
0
-Sidewalks, ft2
1,325
0
-Other, ft2
0
0
-Offsite, ft2
0
0
-Future, ft2
0
0
------------------------------------------------------------------------------
-Existing, ft2
------------------
0
-------------------
0
--------------------
-------------------
-------------------
c. Design Storm, in. 1 yr 24 hr)
3.67
3,67
d. Adjusted WQV, ft
16,547
23,131
e. Area of Filter, Af, provided, ft2:
7,407
9,532
f. Area of Sediment, A., provided, ft2:
1,618
2,323
Sediment Chamber Depth, feet:
2.5
2.5
h. Depth of Sand Media, dr, min., feet:
1.5
2.5
i. Sediment Chamber Bottom elev, fmsl:
32.5
32.5
'. Sand Chamber Bottom Elev. Fmsl (lowest):
29.3
29.0
k. Top of sand media elevation, fmsl:
32.5
32.5
I. Storage 1 Weir Elevation, fmsl:
35.0
35.0
m. Maximum Head (Hmax), feet:
2.5
2.5
n. Permitted Storage Volume, ft :
26,082
34,194
o. # Underdrains 1 diameter, inches:
10 6"
10 6"
p. Time to draw down, hours:
15
20
q. Seasonal High Water Table, FMSL:
28.0
32.5
9. The volume in Sand filters 3 and 4 includes the voids in the 3" stone layer on top
of the sand.
10. The receiving stream for all basins and sand filters is Stones Creek, WOK02,
Index #19-30-3, class SA HQW.
III. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide and perform the operation and
maintenance necessary to assure the permitted stormwater system functions at
optimum efficiency. The approved Operation and Maintenance Agreement for
each BMP must be followed in its entirety and the required inspections and
maintenance activities must occur at the scheduled intervals listed therein.
4. 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.
Page 5of9

State Stormwater Management Systems
Permit No. SW8 080313 Mod.
5. The facilities shall be constructed in accordance with the conditions of this
permit, the approved plans and specifications, and other supporting data.
6. Infiltration systems and sand filters should not be used as Erosion Control
devices. Separate appropriately sized and approved erosion control measures
shall be provided and shall remain in place until the approved BMP's are
constructed. The BMP's shall be constructed immediately after the drainage area
is stabilized. The erosion control measures may be removed after the stormwater
BMP's are constructed.
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. Access to the stormwater facilities for inspection and maintenance shall be
provided and 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. Overlapping of the project area with another project on Base.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. The use of permeable pavement for BUA credit.
f. The construction of any future BUA.
11. A copy of this permit, the approved plans and specifications shall be maintained
on file by the Permittee at all times.
Ill. GENERAL CONDITIONS
The permittee is responsible for compliance with all permit conditions until such
time as the Division approves a request to transfer the permit.
2. Any person or entity found to be in noncompliance with the stormwater rules or
with the terms and conditions of a stormwater permit is subject to enforcement
action by the Division, in accordance with North Carolina General Statute 143-
215.6A to 143-215.6C.
3. 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 6 of 9

State Stormwater Management Systems
Permit No. SW8 080313 Mod.
4. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation
as listed on the form, to the Division of Energy, Mineral and Land Resources at
least 60 days prior to making any ownership, contact, or mailing address
changes associated with this permit.
5. The approval of a request to transfer the permit will be considered on its merits
and may or may not be approved.
6. 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.
7. 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. DENR Staff shall abide by and be subject to the
Base Visitor policy.
8. 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.
9. 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.
10. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
11. 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, Session Law 2008-211, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.
al.
12. The permittee shall submit a permit renewal application, including application fee
and required documentation, at least 180 days prior to the expiration date of this
permit.
Permit modified and reissued this the 26th day of February 2014.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
i racyA. uavis, v.t., utrector
ivision of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 080313 Mod.
PA 184 Stone Bay Dining Hall 1 P-1286 BEQ Rifle Range 1 P-1349 Special Ops Training Complex
Stormwater Permit No. SW8 080313 Mod.
Onslow Count
Designer's Certification
I , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 8of9

State Stormwater Management Systems
Permit No. SW8 080313 Mod.
Certification Requirements:
.1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DEMLR Wilmington Regional Office
David Towler, MCB Camp Lejeune
t
Page 9 of 9

M
Permit Number SW8080313
Central Files: APS _ SWP _
2/27/2014
Permit Tracking Slip
Program Category
Status
Project Type
State SW
Active
Major modification
Permit Type
Version
Permit Classification
State Stormwater
1.30
Individual
Primary Reviewer
linda.lewis
Coastal SWRule
Coastal Stormwater - 2008
Permitted Flow
Facility
Permit Contact Affiliation
Facility Name MajorlMinor Region
P1184 Dining Hall and P1286 Rifle Range BEQ Minor Wilmington
Location Address County
Range Rd Onslow
Camp Lejeune NC 28542 Facility Contact Affiliation
Owner
Owner Name
Commanding Officer Marine Corps Base Camp Lejeune
Owner Type
Government - Federal
Owner Affiliation
Neat Paul
1005 Michael Rd
Dates/Events
Camp Lejeune
NC 28547252
Scheduled
Orig Issue App Received Draft Initiated Issuance
Public Notice Issue Effective
Expiration
4/29/2008 1/17/2014
2/26/2014 2/26/2014
12/30/2021
Regulated Activities
Requested /Received Events
State Stormwater - HD - Infiltration
Additional information requested
2/21/14
State Stormwater - HD - Sand filters
Additional information received
2/21114
Deed restriction requested
Deed restriction received
Additional information requested
1/28/14
Additional information received
2/11/14
Outrall
Waterbody Name Streamindex Number Current Class Subbasin

MEMORY TRANSMISSION REPORT
TIME :02-27-2014 12:47
FAX NO.1
NAME
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DATE
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10
START TIME
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET John E Avarla Ill, Secretary
Date:
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TIME :02-27-2014 12:49
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Department of Environment and Natural Resources
Wilmington Regional Office
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Date: No. Pages (excl. cover):
To: From: Jo Casmer
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Lewis,Linda
From: Lewis,Linda
Sent: Tuesday, February 25, 2014 2:37 PM
To: 'Andrea Murden'
Subject: RE: SW8 140122 Review
Thank you Andrea. Yes, I found the email from June Nix with the calculations. With your help and quick responses, I
think all the questions have been addressed and I now have everything I need to issue the permits. Thank you.
Linda
From: Andrea Murden [ma i Ito: atm(?Dbamforth.com]
Sent: Tuesday, February 25, 2014 9:33 AM
To: Lewis,Linda
Subject: RE: SW8 140122 Review
Linda,
When I backed out of the 1-yr, 24-hour calculations the total area that could be accommodated within the 5 day draw
down time, 2,730 sf was the most credit I could receive. That is why I used that BUA.
Do you need me to revise the sand filter calculation for the revised BUA, I would be happy to do that this morning.
You are correct about the underdrain calculations. Unfortunately, the ones that I FeclExed to you for Site 1 add -on
information did not have the revised underdrain calculations. June Nix from my office e-mailed you a revised set of Site
1 and Site 2 on Friday which should have included these revisions. Please let me know if you did not receive them and I
will resend.
Andrea
From: Lewis,Linda[mailto:linda.lewis(ancdenr.gov]
Sent: Monday, February 24, 2014 6:20 PM
To: Andrea Murden
Subject: SW8 140122 Review
Andrea
I'm not sure why we went from a roof area of 16012 sf down to 2730 sf, but that's OK. It would have been OK to back -
calculate the amount of roof area you can fit into a 15000 gallon cistern at the designated 1.2 FOS.
You can remove the roof area treated by the cistern as BUA from the sand filter calculation, but in order to realize the
full credit, the drainage area should stay at 130,783 sf. You are allowed a reduction in the percent impervious. If you
remove the BUA from the drainage area, then the percent impervious isn't lowered that much. That 2730 sf area is now
just grass instead of BUA, but is still part of the DA.
These underdrain calculations have the same lack of information that Site #2 had. It seems like you said that you were
going to update these calculations similar to Site #2.
I'm drafting the permit tomorrow in the hopes that we'll have it all nailed down soon.

Lewis,Unda
From: Lewis,Linda
Sent: Friday, February 21, 2014 11:03 AM
To: 'Andrea Murden'
Subject: RE: SW8 080313 Site #2 P1349
Thank you Andrea. The calculations look fine. I could accept an emailed version if there was a signed, sealed and dated
cover sheet, or if each of the revised sheets was individually signed, sealed and dated.
The factor of safety is a judgment call. The BMP Manual suggests a range of 2-10, based on the stability of the drainage
area. I think 10 is the default factor for unstable sites and 2 would be for very stable sites. Site #2 was a parking lot, so an
FOS of 2 seemed reasonable. Site #1 however, has a lot more open area and utilizes a lot more grassed swales to collect
runoff, so that site might need a 5 or 6 FOS.
Linda
From: Andrea Murden [mailto:[e-mail]]
Sent: Friday, February 21, 2014 10:48 AM
To: Lewis,Linda
Subject: RE: SW8 080313 Site #2 P1349
Linda,
Please find attached my revised calculations. The underdrain calculations are on pages 4 and 7. Can you let me know if
these calculations are acceptable? I would like to revise the calculations for Site 1, what factor of safety do you feel like
would be appropriate for that site?
Let me know if you would like me to send you a hard copy of the revised calculations or if the e-mailed copy is
sufficient. I appreciate your help.
Andrea
From: Lewis,Linda [[e-mail]
Sent: Friday, February 21, 2014 9:07 AM
To: Andrea Murden
Subject: RE: SW8 080313 Site #2 P1349
Thanks Andrea. I saw those calculations, but they are not really what I would call calculations. They are just a listing of
end -result numbers. The maximum discharge calculation is shown, but then you just state that a minimum of (3) 6"
pipes need to be used (for SF #3) and that (10) 6" pipes are provided. There is no work to show how you determined
that (3) 6" pipes will suffice.
Please update the calculations using the underdrain sizing procedure outlined in Chapter 5 of the BMP manual.
Determine the theoretical diameter of a single pipe needed to handle the maximum discharge, and then determine the
number of equivalent 6" pipes that can carry that flow. Based on that procedure, it will take more than (3) 6" pipes to
carry the flow from SF #3 using a factor of safety of 2.
Thanks.
Linda

From: Andrea Murden [mailto:atm(Obamforth.com]
Sent: Thursday, February 20, 2014 9:15 AM
To: Lewis,Linda
Subject: RE: SW8 080313 Site #2 P1349
Linda,
I appreciate the update on the storage calculations.
As for the underdrains - I noticed that they were not in my initial set of calculations so I added them to my
calculations. They should be on sheets 4 and 7 under the header Sand Filter Discharge. if you are not able to locate
them, let me know and I will send them to you.
Thanks for the e-mail.
Andrea
From: Lewis,Linda[mailto:linda.lewis(&ncdenr.gov]
Sent: Wednesday, February 19, 2014 5:24 PM
To: Andrea Murden
Subject: RE: SW8 080313 Site #2 P1349
Andrea:
The storage calculations are fine.
The next problem came up in the underdrain sizing. The flowrates you come up with are fine, but you don't provide any
calculations to support how you determined how many 6" underdrains that you need to handle the flow. The procedure
is outlined in Chapter 5 of the BMP manual. You need to determine the theoretical pipe diameter that will handle the
flowrate, and then use Table 5-1 in the BMP Manual to figure out the number of equivalent 6" pipes.
Based on that procedure and a factor of safety of 10, a minimum of 18 UD's are needed in SF #3 and 17 in SF #4. Since
Table 5-1 doesn't go high enough, I rearranged the theoretical pipe diameter equation in Chapter 5 to solve for Q, and
then I substituted the known values of 6" for D, .011 for n (as recommended), and .005 for slope. Q came out to
be 0.47 cfs. Then I divided the design flowrate for each sand filter system by 0.47 to determine the number of 6" pipes
needed to carry the design flow.
To reduce the number of equivalent 6" pipes required, you could reduce the factor of safety. The range is from 2 to 10
and is based on the stability of the drainage area. Since the majority of the drainage area is parking lot, I would expect it
to be pretty stable, so an FOS of 2 would be fine. Using FOS = 2, the number of equivalent 6" pipes becomes 4 for both
filters.
From: Andrea Murden [mailto:atm(c bamforth.com]
Sent: Wednesday, February 19, 2014 1:06 PM
To: Lewis,Linda
Subject: RE: SW8 080313 Site #2 P1349
Linda,
No problem — I had meant to include them in the calculations but might have forgotten to put them in.

It makes sense that the spreadsheet is set up that way since the sand filters were originally intended to have vertical
sides.
Andrea
From: Lewis,Linda [mailto:linda.lewis@ncdenr.90v]
Sent: Wednesday, February 19, 2014 1:05 PM
To: Andrea Murden
Subject: RE: SW8 080313 Site #2 P1349
Thanks, that helps a lot. My spreadsheet is set up only to check vertical sided concrete box sand filters. It does not
account for a side slope. I'll go over those calcs this afternoon.
Linda
From: Andrea Murden [mailto;[e-mail]]
Sent: Wednesday, February 19, 2014 12:57 PM
To: Lewis,Linda
Subject: RE: SW8 080313 Site #2 P1349
Linda,
There is a 3:1 sideslope in the basins that I am factoring in when obtaining my volumes. Please find attached the volume
calculations I did for Sand Filters 3 and 4. The contour areas were calculated from the drawings in AutoCAD.
Let me know if this helps and if you have any further questions.
Andrea
From: Lewis,Linda [mailto:linda.lewis@ncdenr.90v]
Sent: Wednesday, February 19, 2014 12:46 PM
To: Andrea Murden
Subject: SW8 080313 Site #2 P1349
Andrea
I have gone over the volume calculations twice and I still do not understand how you arrived at the volume provided in
Sand Filter #3 in DA9 or Sand Filter #4 in DA10. Based on the details, three inches of stone is sitting on top of the sand
surface only. There is no stone specified for the bottom of the sediment chamber (forebay). If those assumptions are
correct, then 0.25 feet of the 2.5 feet available above the sand surface is taken up with the stone, leaving 2.25 feet
above the stone available. The entire 2.5 feet is available in the sediment chamber.
For SF#3, you have used a value of 2262 * 0.4 for the stone voids volume. It appears that the 2262 is based on the entire
area of the filter, sand side and sediment side, but this is not because the details suggest that only the sand side has 3"
of stone on top. Assuming that only the sand side of the filter is covered with stone, and the sand area of the filter is
7407 sf (as reported on the supplement), then the stone volume calculation is 7407 x 0.25 x 0.4 = 741 cf.
Similarly, the volume above the stone is 7407 x (2.5-0.25) = 16666 cf, and the volume in the sediment basin is 1618 x 2.5
= 4045 cf, for a grand total volume of 21451 cf. The same logic is applied to SF #4.
If your intention is to provide stone in the sediment chamber (forebay) as well, then please update the details to reflect
that. The forebay detail currently states that there is 12" of #57 washed stone lining the weir wall, but not lining the
3�

bottom. If your intention is to have stone only on the sand side, then please correct the volume calculations for SF's 3
and 4.
Thanks for whatever light you can shed on this.
Linda Lewis
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Main Office — 910-796-7215
Direct Line — 910-796-7343
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to
third parties.

Lewis,Linda
From: Lewis,Linda
Sent: Wednesday, February 19, 2014 12:46 PM
To: Murden, Andrea
Subject: SW8 080313 Site #2 P1349
Andrea
I have gone over the volume calculations twice and I still do not understand how you arrived at the volume provided in
Sand Filter #3 in DA9 or Sand Filter #4 in DA10. Based on the details, three inches of stone is sitting on top of the sand
surface only. There is no stone specified for the bottom of the sediment chamber (forebay). If those assumptions are
correct, then 0.25 feet of the 2.5 feet available above the sand surface is taken up with the stone, leaving 2.25 feet
above the stone available. The entire 2.5 feet is available in the sediment chamber.
For SF#3, you have used a value of 2262 * 0.4 for the stone voids volume. It appears that the 2262 is based on the entire
area of the filter, sand side and sediment side, but this is not because the details suggest that only the sand side has 3"
of stone on top. Assuming that only the sand side of the filter is covered with stone, and the sand area of the filter is
7407 sf (as reported on the supplement), then the stone volume calculation is 7407 x 0.25 x 0.4 = 741 cf.
Similarly, the volume above the stone is 7407 x (2.5-0.25) = 16666 cf, and the volume in the sediment basin is 1618 x 2.5
= 4045 cf, for a grand total volume of 21451 cf. The same logic is applied to SF #4.
If your intention is to provide stone in the sediment chamber (forebay) as well, then please update the details to reflect
that. The forebay detail currently states that there is 12" of #57 washed stone lining the weir wall, but not lining the
bottom. If your intention is to have stone only on the sand side, then please correct the volume calculations for SF's 3
and 4.
Thanks for whatever light you can shed on this.
Linda Lewis
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Main Office — 910-796-7215
Direct Line — 910-796-7343
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Caw and may be disclosed to
third parties.

Lewis,Linda
From: Lewis,Linda
Sent: Wednesday, February 19, 2014 5:24 PM
To: 'Andrea Murden'
Subject: RE: SW8 080313 Site #2 P1349
Andrea
The storage calculations are fine.
The next problem came up in the underdrain sizing. The flowrates you come up with are fine, but you don't provide any
calculations to support how you determined how many 6" underdrains that you need to handle the flow. The procedure
is outlined in Chapter 5 of the BMP manual. You need to determine the theoretical pipe diameter that will handle the
flowrate, and then use Table 5-1 in the BMP Manual to figure out the number of equivalent 6" pipes.
Based on that procedure and a factor of safety of 10, a minimum of 18 UD's are needed in SF #3 and 17 in SF #4. Since
Table 5-1 doesn't go high enough, I rearranged the theoretical pipe diameter equation in Chapter 5 to solve for Q, and
then I substituted the known values of 6" for D, .011 for n (as recommended), and .005 for slope. Q came out to
be 0.47 cfs. Then I divided the design flowrate for each sand filter system by 0.47 to determine the number of 6" pipes
needed to carry the design flow.
To reduce the number of equivalent 6" pipes required, you could reduce the factor of safety. The range is from 2 to 10
and is based on the stability of the drainage area. Since the majority of the drainage area is parking lot, I would expect it
to be pretty stable, so an FOS of 2 would be fine. Using FOS = 2, the number of equivalent 6" pipes becomes 4 for both
filters.
From: Andrea Murden [mailto:atm(@bamforth.coml
Sent: Wednesday, February 19, 2014 1:06 PM
To: Lewis,Linda
Subject: RE: SW8 080313 Site #2 P1349
Linda,
No problem — I had meant to include them in the calculations but might have forgotten to put them in.
It makes sense that the spreadsheet is set up that way since the sand filters were originally intended to have vertical
sides.
Andrea
From: Lewis,Linda [[e-mail]
Sent: Wednesday, February 19, 2014 1:05 PM
To: Andrea Murden
Subject: RE: SW8 080313 Site #2 P1349
Thanks, that helps a lot. My spreadsheet is set up only to check vertical sided concrete box sand filters. It does not
account for a side slope. I'll go over those calcs this afternoon.
Linda

From: Andrea Murden [mailto:atm@a bamforth.com]
Sent: Wednesday, February 19, 2014 12:57 PM
To: Lewis,Linda
Subject: RE: SW8 080313 Site #2 P1349
Linda,
There is a 3:1 sideslope in the basins that I am factoring in when obtaining my volumes. Please find attached the volume
calculations I did for Sand Filters 3 and 4. The contour areas were calculated from the drawings in AutoCAD.
Let me know if this helps and if you have any further questions.
Andrea
From: Lewis,Linda [mailto:[e-mail]]
Sent: Wednesday, February 19, 2014 12:46 PM
To: Andrea Murden
Subject: SW8 080313 Site #2 P1349
Andrea:
I have gone over the volume calculations twice and I still do not understand how you arrived at the volume provided in
Sand Filter #3 in DA9 or Sand Filter #4 in DA10. Based on the details, three inches of stone is sitting on top of the sand
surface only. There is no stone specified for the bottom of the sediment chamber (forebay). If those assumptions are
correct, then 0.25 feet of the 2.5 feet available above the sand surface is taken up with the stone, leaving 2.25 feet
above the stone available. The entire 2.5 feet is available in the sediment chamber.
For SF#3, you have used a value of 2262 * 0.4 for the stone voids volume. It appears that the 2262 is based on the entire
area of the filter, sand side and sediment side, but this is not because the details suggest that only the sand side has 3"
of stone on top. Assuming that only the sand side of the filter is covered with stone, and the sand area of the filter is
7407 sf (as reported on the supplement), then the stone volume calculation is 7407 x 0.25 x 0.4 = 741 cf.
Similarly, the volume above the stone is 7407 x (2.5-0.25) =16666 cf, and the volume in the sediment basin is 1618 x 2.5
= 4045 cf, for a grand total volume of 21451 cf. The same logic is applied to SF #4.
If your intention is to provide stone in the sediment chamber (forebay) as well, then please update the details to reflect
that. The forebay detail currently states that there is 12" of #57 washed stone lining the weir wall, but not lining the
bottom. If your intention is to have stone only on the sand side; then please correct the volume calculations for SF's 3
and 4.
Thanks for whatever light you can shed on this.
Linda Lewis
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext,
Wilmington, NC 28405
Main Office — 910-796-7215
Direct Line — 910-796-7343
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to
third parties.

C. ALLAN BAMFORTH, JR.
ENGINEER - SURVEYOR, LTD.
EST. 1977
February 7, 2014
Linda Lewis
Environmental Engineer Ill
Division of energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext,
Wilmington, NC 28405
Re: Stormwater Project No. SW8 080313
P1349 Special Operations "Draining Complex
(Site #2 Shooters Parking Lot)
Onslow County
Dear Ms. Lewis:
Please find attached
Our responses to the January 28, 2014 letter are as follows:
ANNA LEE BAMFORTH, P. E., L.S.
C. ALLAN BAMFORTH, JR. , P. E.. L. S.
LINDA Z. BAMFORTH
RICHARD E. GARRIOTT, RE.
RICHARD W. CLARK, L.S.
DAVI❑ W. CAMPBELL
g�UE�CE60/iE'�V
g5 FEB 1 1 1014 U
der
The existing permit for SWS 080313 was issued for 7 infiltration basins, however the narrative
for this application appears to suggest that Sand Filter #3 is being `'modified". I can find no
previous permit where a sand filter was permitted for DA 9. Does this modification propose to
redesign the previously permitted infiltration basin for DA 9 to a sand filter? If so, the narrative
should be revised i'or accuracy.
The narrative has beenrevisedto show that DA 9 is revised,from an existing infiltration basin to
a new sane) filter.
2. I'm still a bit unclear about the five LSIVFS proposed. I recall something about needing 2 VFS
for SF #4 due to the flow rate. I think each sand filter will need 2 VFS to perform different
functions. The offline bypass will funnel the runoff in excess of the design storm to a VFS which
only needs to be designed fora maximum of 10 cfs from the drainage area. Any flow beyond that
can be bypassed around the filter. The second VFS is most likely for the underdrain discharge so
that it will not be considered a direct discharge to SA waters. Since the underdraint collects the
design storm after it has ,one through the sand litter, it must be infiltrated or effectively
infiltrated in a natural area or in a VFS in the buffer to eliminate a "direct" discharge to SA
waters. That I.,S/VFS will be considerably shorter since the flow rate leaving the underdrain is
small.
Based on our e-mail (liscussion, I believe we have resolved some of the questions on the LSIPTS
proposed. The LS/f'FS Ji)r the discharge of the; sand filters is included on the dravv ngs with this
sirbnrittal.
2207 HAMPTCN BOULEVARD, NORFOLK, VIRGINIA 23517 1 P.O. Box 6377, NORFOLK, VIRGINIA 23508
TEL: [phone] FAX: [phone] E-MAIL: [e-mail]

February 07, 2014
Stormwater Project No. SW8 080313
P1349 Special Operations Training Complex FEB ' 1 2014
(Site #2 Shooters Parking Lot)
Page 2 8Y.
3. It appears that the drainage area and built -upon area previously permitted for Infiltration Basin #6
is being reduced, but no physical changes to the previously permitted basin are proposed. Please
provide supporting revised volume calculations for Basin #6 in the calculation booklet based on
the new DA and BUA.
Heater quality volume calculations are, provided in the calculation booklet with this submittal.
4. Please add details to the plans for the internal overflow structures 104 and 127. Please be sure to
show the underdrain connection in that detail and the size of the pipe leaving the structure.
Structures 104 and 127 do not have internal overflowv devices. All bypass gstenr.s are included in
the Diversion Basins as detailed on sheet C-513. Cerlculcitiouts f<ir• the clh,ersion stytictiu cis are
included with this submittal.
5. The depth of sand, df, used to calculate the filter area should be the shallowest sand depth. For SF
#3, this would be 32.5 — 30.8 = 1.7 feet; and for SF #4, df would be 32.5 — 30.5 = 2 feet. A df
value of 1.5 has been used for both sand filters, which results in less minimum area required. If a
df of 1.5 desired, please adjust the bottom / top of sand elevations to provide an 18" sand depth.
Calculations have bceru revised as appropriate. Sitrrlloivest sand cleptli, for• SF#3 = 32.5 — 31.0 =
1.5 and SF#4 = 32.5 — 30.0 = Z.S. Elevations are shown on the Sand Filter details on Sheets C-
522 and C-523.
6. The equation used to calculate the tnlnlmutn required sediment chamber area for the sand filters
is incorrect and has resulted in insufficient area provided. The R„ value was left out. The correct
equation for As from the BM P Manual is 240*Rv*A i*R,,. For SF #3, minimum As = 1,456
square feet, not 433 sf. For SF #4, the minimum As is 2,177 sf, not 593 sf: The fix is to simply
adjust the weir location between the chambers to provide more sediment area and less filter area.
Calculations and sediment chamlier:s have been reviser. The sediment chamber strrfcrce area has
been calculated at the bottom ufthe basin.
7. The volume provided is only that amount on top of the sand, up to the storage elevation. Since
#57 stone is being used on top of the sand, the volume provided is not a straight -forward depth
times area calculation_ Please snow flow the volumes reported in the calculations were obtained.
Please correct and revise the volume calculation and remove the stone volume from the storage
volume provided in each sand filter. The detail indicates that the top of the stone is at 32.75,
which is 3" above the 32.5 elevation of the sane. Assuming a void ratio of 0.4 for the stone, the
volume available between 32.5 and 32.75 is AE, * 0.25 * 0.4. If the stone is also proposed for the
sediment chamber, then the entire filter area (Ar + As) is used in place of Af, for that part of the
volume calculation. The remaining volume between 32.75 and 35.0 is then added to this volume.
They stone volume was calculated using a 40% void ratio. More detailed volunre calculations are
included with this submittal fin- elarity.
8. Please add the underdrain cleanout inverts to the plans, and provide a detail with the number and
size of perforations. The BMP manual recommends 4 rows of 3/8" perforations around the
diameter at 6 inches on center for the entire length. The distance between the UD's should be no
greater than 10'
Cleanour inverts and a note for the underdrain pipe r'egarelin the perforations has been added to
the sand filter details.
ki,

February 05, 2014
Stormwater Project No. SW8 080313
111349 Special Operations "Training Complex
(Site #2 Shooters Parking Lot)
Page 3
9. The internal weir between the sediment chamber and sand chamber is set at the same elevation as
the offline bypass weir. It would seem that before runoff could flow over the weir and onto the
filter, it would start bypassing because it cannot generate enough head to get over the weir. Please
either lower the internal weir elevation to a few inches below 35, or raise the offline bypass weir
a few inches to allow the runoff to generate a sufficient head to flow into and fill up the sand filter
without engaging the offline bypass.
All outlet structure rim elevations have been i crised by 3-inches.
10. The outlet diameter and discharge flow rate on the supplement refers to the underdrain size, not to
the main outlet pipe. Please revise.
Sulq)lements have been revised raid are attached.
Please do not hesitate to contact us should you have any questions or require additional information.
Sincerely,
Anna Lee Bamforth, P.E., L.S. LEF-D AP BD+C
President
v FES 11 2014
6Y.—

STORMWATER CALCULATIONS
PERMIT APPLICATION
P-1349
SPECIAL OPERATIONS TRAINING COMPLEX - SITE 2
CAMP LEJEUNE, NORTH CAROLINA
A/E Contract No. N40085-10-D-5304
EProjects Work Order Number: 1168093
EC EIVE
FEB 2 1 20%
BY:3 on
C. ALLAN BAMFORTH, JR.,
ENGINEER -SURVEYOR, LTD.
NORFOLK, VIRGINIA
February 21, 2014

cm

STORMWATER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
.SHOOTER'S PARKING LOT SITE ZJ
MCB CAMP LEiEuNE, NC
FEBRUARY,2014
Basis of Design:The P-1349 project will replace existing training facilities with anew Special
Operations `braining Group (SOTG) Complex in the Stone Bay area, Marine Corps Base Camp
Lejeune. Included with this project is theShooter's parking lot. TheShooter's parking lot will be
provided to the southwest of the SOTG Complex and will support the Rifle Range. Within the
parking lot, 201 spaces with associated BMPs will be constructed by others. This project will
construct the remaining spaces and provide two BMPs that will provide stormwater management
for the entire parking lot. This project is a modification to existing stormwater permit number
SW8 080313. The Shooter's parking lot site is referenced as Site 2.
The site is draining to class SA waters. For class SA waters, this qualityvolume is calculated
using the increase in runoff volumefrom pre to post development for the 1-year, 24-hour storm or
l .5-inches over the site, whichever is greater. The site contains two drainage areas which drain
to sand filters. This project modifies two drainage areas from the existing permit and adds
Drainage Area 10. Drainage Area 6 will have less area and Drainage Area 9 will be revised from
an infiltration basin to a sand filter.Drainage Area 10 is a new sand filter. Time of concentration
was found using Seelye's Chart for overland flow and Kirpich Chart for overland flow. 1-Yr,
24-hour storm calculations were performed for soil group B, good conditions.
All BMPs arein conformance with North Carolina Division of Water Quality "Stormwater Best
Management Practices Manual, July 2007". Calculations were performed using I-lydraflow
Express Extension for Autodesk AutoCAD.
Drainay-e Area 6
Existing Infiltration BasinArea— 7.00 acres
Impervious — 3.27 acres C = 0.95 CN = 98
Grass — 3.73 acres C = 0.30 CN = 61
Water Quality Volume R guired
Use 1-year, 24-hour Storm since there is no existing impervious -
Use "Simple Method" by Schueler to Determine Runoff Volume for l-year, 24-hour Storm:
Predevelopment:
Site Area = 304,904 sf
Impervious = 0 sf
ECEIVE
Page 1 of 7 FEB 2 1 2014
BY.

n-,. -
. a � ,��
�.r�(. •-3— ..
�'.}�r� � � � �' s
. r
7
.,r, � .

STORMWATER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
SHOOTER'S PARKING LOT (SITE 2)
MCB CAMP LEJEUNE, NC
FEBRUARY,2014
Runoff Coefficient = Rv = 0.05 + 0A09(I)
1 = Percent Impervious = 0/131 167 = 0%
Rv = 0.05 + 0.009(0) = 0.05 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.60 in rainfall)/(]2 in) x (0.05 in/in) x (304904sq-ft) = 4,574 cu-ft
Postdevelopment:
Site Area = 304,904 sf
Impervious = 142,320 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
1 = Percent Impervious = 142320/304904 = 47%
Rv = 0.05 + 0.009(47) = 0.47 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.60 in rainfall)/(I2 in) x (0.47 in/in) x (304904 sq-ft) = 43,266 cu-tt
Total Volume Required = 43,266 — 4,574 = 39,533 cu-ft
Volume Provided = 40,854 OK
Drainage Area 9
Sand filter 3 (North)
Predevelo ed Area 3.01 acres
Woods/Grass — 3.01 acres C = 0.25 CN = 58
Postdeveloped Are 3.01 acres
Impervious — 1.83 acres C = 0.95 CN = 98
Grass — 1.18 acres C = 0.30 CN = 61
1-year, 24-hour Storm (Calculated by Hydraflow)
Qrre = 0.76cfs
Qpost = 4.35cfs ECEIVE
Page 2 of 7 FEB 2 1 2014
BY:

S TORNI WA TER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
SHOOTER'S PARKING LOT (SITE 2)
MCB CAMP LEJEUNE, NC
FEBRUARY,2014
Water Quality Volume Required
Use 1-year, 24-hour Storm since there is no existing impervious -
Use "Simple Method" by Schueler to Determine Runoff Volume for I -year, 24-hour Storm:
Predevelopment:
Site Area= 131,167 sf
Impervious = 0 sf
Runoff Coefficient = Rv = 0.05 + 0.009(i)
1 = Percent Impervious = 0/131167 = 0%
Rv = 0.05 + 0.009(0) = 0.05 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.05 in/in) x (131167 sq-ft) = 2,006 cu-ft
Postdevelopment:
Site Area= 131,167 sf
Impervious = 79,902 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
1 = Percent Impervious = 79902/131167 = 6 1 %
Rv = 0.05 + 0.009(61) = 0.60 in/in
Volume _ (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.60 in/in) x (131167sq-ft) = 24,069 cu-ft
Total volume required = 24069 - 2006 = 22,063 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)22,063 = 16,547 cu. ft.
Minimum Sand Filter Bed Surface Area (Af)
Af = (WQV)(df)/(k)(t)(ha + do
WQV = Water Quality Volume, df= Filter Depth (32.5 — 31.0 = 1.5),
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (22063 x 1,5)/(3.5)(1.66)(1,25 + 1.5) — 2071 sq. ft.
Area Provided = 7407 sq. ft.
Page 3 of 7 ECEIV
FEB 2 12014
BY:

r �5 49

STORMWATER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
SHOOTER'S PARKING LOT (SITE 2)
MCB CAMP LEJEuNE, NC
FE13RUARY,2014
Minimum Sediment Basin Surface Area (As)
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.60)(3.01)(3.67)= 1591 sq. ft.
Area Provided = 1618 sq. fl.
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + Af)
165471(7407 + 1618) = 1.83 ft.
Maximum Ffead Provided = 1.83 ft. < 2.5 ft.
Storage Volume
Volume = Volume Stone (2262 x 0.40 = 905) + Volume Water Filter+ Volume Water
Sed Basin = (905 + 19,562 + 5615) = 26,082 cu. ft. > 16,547 cu. ft. (WQVadj) OK
Sand Filter Discharge
Q = KiA
K = Sand Permeability, i = Hydraulic Gradient (h-+-df/df), A = Sand Filter Area
Q = 1.75 in/hr x ((2.5' + 1.5')/1.5') x 7407 sq. f). = 0.79cfs
Underdrain Pi es:
D = 16(Qn/So.sp)(") = 16((0.79 x 2) x 0.011/(0.005)o.$)("')
D = 9.45, minimum of (4) 6" pipes per NCDENR Stormwater BMP Manual Table 5-1
Provided - (10) 6-inch at 0.50% OK
Outlet Pipe:
Maximum Discharge— 0.79cfs
Provided — (2) 6-inch pipe at 0.50% = 0.80 cfs OK
Diversion Structure
Designed Water Surface Elevation of Sand Filter 3 = 35.0
Diversion Structure for Sand Filter 3 = Structure 101
Overflow Weir Elevation in Structure 101 = 35.00 Mn
E C E I V E
Page 4 of 7 FEB 2 f 2014
13Y:

t, � s. : {
• r�i E3r� � '• `

filter 3 filter
DAff
P-1349
Project:
Site
2
Basin Description: sand
Filter 3
- Filter
contour
Contour
Depth
Incremental
Cumulative
Incremental
Cumulative
Elevation
Area
(ft)
volume
volume
volume
volume
(sq. ft)
Avg. End
Avg. End
Conic
Conic
(cu. ft)
(cu. ft)
(cu. ft)
(cu. ft)
29.3
0.0
N/A
N/A
0
N/A
0
31.0
5,145.0
2
4373
4373
2916
2916
32.5
7,407.0
2�
9414
13787
9363
12278
32.8
7,672.0
0
2262
16049
2262
14540
35.0
10,170.0
2
19626
35675
19562
34102
Page 1

P-1349
Project:
Basin Description:
Contour Contour
Elevation Area
(sq. ft)
32.5 1,618.0
35.0 2,939.0
filter 3 sed
Site 2
sand Filter 3 -- sediment
Depth
Incremental
(ft)
volume
Avg. End
(cu. ft)
N/A
N/A
3
5696
Page 1
(,DAq)
cumulative
volume
Avg. End
(cu. ft)
0
5696
Incremental
volume
conic
(cu. ft)
N/A
5615
cumulative
volume
conic
(cu. ft)
0
5615

a tii.�►uoNT,i S TORMWA TER CALCULATIONS
� x
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
ySHOOTER'S PARKING LOT (SITE 2)
® MCB CAMP LEJEUNE, NC
FEBRUARY,2014
Drainage Area 10
Sand F i [ter 4 (South
Predeveloped Are 3.09 acres
Woods/Grass — 3.09 acres C = 0.25 CN = 58
PostdeveloRed Area 3.09 acres
Impervious — 2.56 acres C = 0.95 CN = 98
Grass — 0.53 acres C = 0.30 CN = 61
-year, 24-hour Storm (Calculated by H,ydraflow)
Qr, = 0.78cfs
QpoSt = 5.86cfs
Water Quality Volume Required
Use 1-year, 24-hour Storm since there is no existing impervious -
Use "Simple Method" by Schucler to Determine Runoff Volume for I -year, 24-hour Storm:
Predevelopment:
Site Area = 134,458 sf
Impervious = 0 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 0/134458 = 0%
Rv = 0.05 + 0.009(0) = 0.05 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.05 in/in) x (134458sq-ft) = 2,056 cu-11
Postdevlopment:
Site Area = 134,458 sf
Impervious = 1 1 1,453 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 1 11453/134458 = 83% �� V�r�
Rv = 0.05 + 0.009(83) = 0.80 in/in
ECEPage 5 of 7 FEB x i 2014
BY:
A

f. .� �
�� _..

S TORMWA TER CALCULATIONS
d V
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
SHOOTER'S PARKING LOT (SITE 2)
® MCB CAMP LEJEuNE, NC
FEBRUARY,2014
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(I 2 in) x (0.80 in/in) x (I 34458sq-ft) = 32,897 cu-ft
Total Volume Required = 32897 — 2056 = 30841 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)30,841 = 23,131 cu. ft.
Minimum Sand Filter Bed Surface Area (AD
Af = (WQV)(df)I(k)(t)(ha + do
WQV = Water Quality Volume, df = Filter Depth (32.5 — 30.0 = 2.5),
K Sand Permeability, t = Draining'Time, ha = Average Head
A = (30841 x 2.5)/(3.5)(1.66)(1,25 + 2.5) = 3539sq. ft.
Area Provided = 9532 sq. ft.
Minimum Sediment Basin Surface Area As
As = (240)(Rv)(Ad Acres)
(240)(0.80)(3.09)(3.67)= 2177 sq. ft.
Area Provided = 2323 sq. ft.
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + AD
2313 I /(9532 + 2323) = 1.92 ft.
Maximum Head Provided = 1.92 ft. < 2.5 ft.
Storage Volume
Volume = Volume Stone (2905 x 0.40 = 1 162) + Volume Water Filter + Volume Water
Sed Basin = (1 162 + 24,747 + 8285) = 34,194 cu. ft. >23,131 cu. ft. (WQVadj) OK
ECEIVE
Page 6 of 7 FEB 2 1 2014
BY:

sif�e s:.
�•�,

S TORMWA TER CALCULATIONS
v
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
A
SHOOTER'S PARKING LOT (SITE 2)
®
MCB CAMP LEJEUNE, NC
FEBRUARY,2014
Sand Filter Discharge
Q = KiA
K = Sand Permeability, i = Hydraulic Gradient (h+df/df), A = Sand Filter Area
Q = 1.75 inlhr x ((2.5' + 2.5')/2.5') x 9532 sq. ft. = 0.77 efs
Underdrain Pipes:
D = 16(Qn/S0.5)(311) = 16((0.77 x 2) x 0.01 1/(0.005))-5)(3/8)
D = 9.36, minimum of (4) 6" pipes per NCDENR Stormwater BMP Manual Table 5-1
Provided - (10) 6-inch at 0.50% OK
Outlet Pipe:
Maximum Discharge = 0.77 efs
Provided — (2) 6-inch pipe at 0.50% = 0.80 cfs OK
Diversion Structure
Designed Water Surface Elevation of Sand Filter 4 = 35.0
Diversion Structures for Sand Filter 4 = Structure I I 1 and Structure 123
Size Orifice in Structure l 1 I for Water Quality Volume
Determine the diversion structure dimensions required to divert flows in excess of the
Water Quality Flow (WQF) using standard equations for orifice:
Orifice Equation:
Q = CA(2gh)os
Q = Water Quality Peak Flow
Q�-yr,24-nr = 5.08cfs (Calculated by Hydraflow)
5.08=0.6A(2 x 32.2 x 0.12)
A = 1.10 sq. ft.
Orifice Size in Structure 123 = 12" x 14" = 1.17 sq. ft. OK
Weir Elevation at top of Orifice Elevation = 40.75 + 12" = 41.75
All water in excess of 1 yr, 24-hour storm will be diverted
ECEOVE
Page 7 of 7 FEB 2 1 2014
BY:

filter 4 filter r-7% V
P-1349
Project:
Site
2
Basin DeSCription: Sand
Filter 4
- Filter
Contour
Contour
Depth
incremental
cumulative
incremental
cumulative
Elevation
Area
(ft)
volume
volume
volume
volume
(sq. ft)
Avg. End
Avg. End
Conic
Conic
(cu. ft)
(cu. ft)
(cu. ft)
(cu. ft)
29.0
0.0
N/A
N/A
0
N/A
0
30.0
6,266.0
1
3133
3133
2089
2089
32.5
9,532.0
3
19748
22881
19605
21694
32.8
9,837.0
0
2905
25786
2905
24599
35.0
12,722.0
2
24815
50601
24747
49346
Page 1

P-1349
Project:
Basin Description:
Contour Contour
Elevation Area
(sq. ft)
32.5 2,323.0
35.0 4,416.0
Site 2
sand Filter 4 - sediment
Depth
(ft)
N/A
3
filter 4 sed DAtLG'
zncremental Cumulative
volume
volume
Avg. End
Avg. End
(cu. ft)
(cu. ft)
N/A
0
8424
8424
Page 1
incremental
volume
Conic
(cu. ft)
N/A
8285
Cumulative
volume
Conic
(cu. ft)
0
8285

•
•
• Hydrology Report
.
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D& by Autodesk, Inc.
•
DA 9 Pre
•
•
Hydrograph type
= SCS
Storm frequency (yrs)
= 1
Drainage area (ac)
= 3.010
Basin Slope (%)
= n/a
•
Tc method
= User
Total precip. (in)
= 3.67
Storm duration (hrs)
= 24
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
•
•
•
Runoff Hydrograph
•
Q (cfs) 1-yr frequency
d AA
Thursday, Jan 9 2014
= 0.765
1
= 58
= nla
= 30
= Type III
484
Hydrograph Volume = 5,699 (curt); 0.131 (acft)
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
. 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
Runoff Hyd - Qp = 0.76 (cfs)
•
•
•
•

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCADM Civil 3D® by Autodesk, Inc.
DA 9 Post
Hydrograph type
= SCS
Storm frequency (yrs)
= 1
Drainage area (ac)
= 3.010
Basin Slope (%)
= n/a
Tc method
= User
Total precip. (in)
= 3.67
Storm duration (hrs)
= 24
Q (cfs)
5.00
4.00
K 11
r 11
1.00
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
1-yr frequency
Thursday, Jan 9 2014
= 4.355
= 1
= 84
n/a
30
= Type III
= 484
Hydrograph Volume = 22,758 (cuft); 0.522 (acft)
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 I I 1 I I F ..� I I F F I\ 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
Runoff Hyd - Qp = 4.35 (cfs)

s
•
O Hydrology Report
•
Hydratlow Express Extension for AutodeskO AutoCADO Civil 30e by Autodesk, Inc.
DA 10 Pre
s
Hydrograph type
= SCS
Storm frequency (yrs)
= 1
Drainage area (ac)
= 3.090
Basin Slope (%}
= n/a
.
Tc method
= User
Total precip, (in)
= 3.67
Storm duration (hrs)
= 24
Thursday, Jan 9 2014
Peak discharge (cfs) = 0.785
Time interval (min)
= 1
Curve number (CN)
= 58
Hydraulic length (ft)
= n/a
Time of conc. (min)
= 30
Storm Distribution
= Type III
Shape factor
= 484
w
S Runoff Hydrograph
Q (cfs) 1-yr frequency
Hydrograph Volume = 5,851 (tuft); 0.134 (acft)
Q (cfs)
1.00
0.90
0,80
0,70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
. 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
Runoff Hyd - Qp = 0.78 (cfs)

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3138 by Autodesk, Inc.
DA 10 Post
Hydrograph type
= SCS
Storm frequency (yrs)
= 1
Drainage area (ac)
= 3.090
Basin Slope {%)
= n/a
Tc method
= User
Total precip. (in)
= 3.67
Storm duration (hrs)
= 24
Q (cfs)
6.00
5,00
4.00
3.00
M11I17
1.00
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
1-yr frequency
Thursday, Jan 9 2014
= 5.862
=1
92
= n/a
= 30
= Type III
= 484
Hydrograph Volume = 31,404 (cuff); 0,721 (acft)
Q (cfs)
6.00
1
5.00
4.00 a
1
4
3.00
2.00
1,00
8.80 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 ,
Time (hrs)
Runoff Hyd - Qp = 5.86 (cfs)
i
r

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& AOOWM &
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MrSAW 1Law
fl
i here See Existing
Permit No. SW8
3 for full area.
0 Drainage Area 6
A = 304,904 SF
I = 142,320 SF
0 Drainage Area 9
A = 131,167 SF
I = 79,902 SF
Drainage Area 1D
A = 134,458 SF
I = 111,453 SF
91
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LEGEND
DRAINAGE AREA
Qi INFILTRATION BASIN
INFILTRATION BASIN
tNFtLTRATI0k BASIN
GRASSED SWALE
INFILTRAnONBASIM
INRLTRATio'j BASIN PUL
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INFILTRATION BASIN
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Lewis,Linda
From: Lewis,Linda
Sent: Tuesday, January 28, 2014 9:29 AM
To: Murden, Andrea
Subject: SW8080313 (Site #2 of P-1349)
Andrea:
I need a bit of clarification before I start this review. The existing permit for SW8 080313 was issued for 7 infiltration
basins. The permit application I received on January 17, 2014, includes the following supplement forms:
1. Sand Filter #3 in DA 9;
2. Sand Filter #4 in DA 10;
3. LS/VFS #105 in DA 9 (Enters from the SF underdrain);
4. LS/VFS #128 in DA 10 (enters from the SF underdrain);
5. LS/VFS #102 in DA 9 (enters from the DA);
6. LS/VFS #124 in DA 10 (enters from the DA);
7. LS/VFS #112 in DA 10 (enters from the DA); and
8. Infiltration Basin #6 (DA 6)
From the narrative, the Sand Filter in DA 9 is being modified and a new sand filter in DA 10 is being added, however, the
previously permitted BMP in DA 9 is an infiltration basin.
Will this modification redesign the previously permitted infiltration basin for DA 9 to a sand filter?
Why does DA 9 have 2 level spreaders/VFS?
Why do I have a supplement for an infiltration basin in DA 6? The narrative makes no mention of a revision being
proposed for this existing basin. A modification is only proposed to DA 9.
A new sand filter is proposed for DA 10, Why does DA 10 have 3 level spreaders/VFS?
Thanks for any help you can provide.
Linda
Linda Lewis
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Main Office — 910-796-7215
Direct Line — 910-796-7343
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to
third parties.

L
Lewis, Li nda
From: Lewis,Linda
Sent: Tuesday, January 28, 2014 1:56 PM
To: Murden, Andrea
Cc: Towler GS03 David
Subject: SW8 080313 Review comments
Attachments: 2014 01 addinfo 080313.pdf
Comments are attached. i`e'
Linda 1(21 l�
ko
1

.-�.�V
��
Ja
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Energy, Mineral, and Land Resources
Tracy E. Davis, PE, CPM
Director
January 28, 2014
Neal Paul, Deputy Public Works Officer
MCB Camp Lejeune
1005 Michael Road
Camp Lejeune, NC 28547
Pat McCrory, Governor
John E. Skvaria, III, Secretary
Subject: Request for Additional Information
Stormwater Project No. SW8 080313
P-1349 Special Ops Training Complex (Site #2 Shooters Parking Lot)
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for P-1349 Special Ops Training Complex (Site #2 Shooters Parking Lot) on
January 17, 2014. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the
stormwater review:
1. The existing permit for SW8 080313 was issued for 7 infiltration basins, however
the narrative for this application appears to suggest that Sand Filter #3 is being
"modified". I can find no previous permit where a sand -filter was permitted for DA
9. Does this modification propose to redesign the previously permitted infiltration
basin for DA 9 to a sand filter? If so, the narrative should be revised for accuracy.
2. I'm still a bit unclear about the five LSNFS proposed. I recall something about
needing 2 VFS for SF #4 due to the flowrate. I think each sand filter will need 2
VFS to perform different functions. The off line bypass will funnel the runoff in
excess of the design storm to a VFS which only needs to be designed for a
maximum of 10 cfs from the drainage area. Any flow beyond that can be
bypassed around the filter. The second VFS is most likely for the underdrain
discharge so that it will not be considered a direct discharge to SA waters. Since
the underdrain collects the design storm after it has gone through the sand filter,
it must be infiltrated or effectively infiltrated in a natural area or in a VFS in the
buffer to eliminate a "direct" discharge to SA waters. That LSNFS will be
considerably shorter since the flow rate leaving the underdrain is small.
3. It appears that the drainage area and built -upon area previously permitted for
Infiltration Basin #6 is being reduced, but no physical changes to the previously
permitted basin are proposed. Please provide supporting revised volume
calculations for Basin #6 in the calculation booklet based on the new DA and
BUA.
4. Please add details to the plans for the internal overflow structures 104 and 127,
Please be sure to show the underdrain connection in that detail and the size of
the pipe leaving the structure.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 Phone: [phone] Fax: [phone]

Mr. Paul
January 28, 2014
Stormwater Application No. SW8 080313 Mod.
5. The depth of sand, df, used to calculate the filter area should be the shallowest
sand depth. For SF #3, this would be 32.5 — 30.8 = 1.7 feet; and for SF #4, df
would be 32.5 — 30.5 = 2 feet. A df value of 1.5 has been used for both sand
filters, which results in less minimum area required. If a df of 1.5 desired, please
adjust the bottom 1 top of sand elevations to provide an 18" sand depth.
6. The equation used to calculate the minimum required sediment chamber area for
the sand filters is incorrect and has resulted in insufficient area provided. The Ro
value was left out. The correct equation for As from the BMP Manual is
240*Rv*Ad*Rp. For SF #3, minimum As = 1,456 square feet, not 433 sf. For SF
#4, the minimum As is 2,177 sf, not 593 sf. The fix is to simply adjust the weir
location between the chambers to provide more sediment area and less filter
area.
7. The volume provided is only that amount on top of the sand, up to the storage
elevation. Since #57 stone is being used on top of the sand, the volume provided
is not a straight -forward depth times area calculation. Please show how the
volumes reported in the calculations were obtained. Please correct and revise
the volume calculation and remove the stone volume from the storage volume
provided in each sand filter. The detail indicates that the top of the stone is at
32.75, which is 3" above the 32.5 elevation of the sane. Assuming a void ratio of
0.4 for the stone, the volume available between 32.5 and 32.75 is AF * 0.25 * 0.4.
If the stone is also proposed for the sediment chamber, then the entire filter area
(AF + As) is used in place of AF for that part of the volume calculation. The
remaining volume between 32.75 and 35.0 is then added to this volume.
8. Please add the underdrain cleanout inverts to the plans, and provide a detail with
the number and size of perforations. The BMP manual recommends 4 rows of
318" perforations around the diameter at 6 inches on center for the entire length.
The distance between the UD's should be no greater than 10'
9. The internal weir between the sediment chamber and sand chamber is set at the
same elevation as the off line bypass weir. It would seem that before runoff could
flow over the weir and onto the filter, it would start bypassing because it cannot
generate enough head to get over the weir. Please either lower the internal weir
elevation to a few inches below 35, or raise the offline bypass weir a few inches
to allow the runoff to generate a sufficient head to flow into and fill up the sand
filter without engaging the off line bypass.
10.The outlet diameter and discharge flowrate on the supplement refers to the
underdrain size, not to the main outlet pipe. Please revise.
Due to the significant additional review time that will be needed, please submit a
reapplication fee of $500.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to February 5,
2014, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
Page 2 of 3

Mr. Paul
January 28, 2014
Stormwater Application No. _SW8.080313 Mod.
If you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. Please note that a second significant request for additional information
may result in the return of the project. If that occurs, you will need to reschedule the
project through the Express coordinator for the next available review date, and resubmit
all of the required items, including the application fee.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project
name and State assigned project number on all correspondence. Any original
documents that need to be revised have been returned to the engineer or agent. All
original documents must either be revised and returned, or new originals must be
provided. Copies are not acceptable. If you have any questions concerning this matter
please feel free to call me at [phone] or email me at linda.lewis -ncdenr.Qov.
Sincerely,
Linda Lewis
Environmental Engineer III
GDSlarl: G:IWQ1Stormwater\Permits & Projects120081080313 HD12014 01 addinfo 080313
cc: Anna Lee Bamforth, P.E., C. Allan Bamforth, Jr.
Wilmington Regional Office Stormwater File
Page 3 of 3

�, un,auv�y�rr
L; i
C. ALLAN BAMFORTH, JR.
Q
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: d-,[e-mail]
bamforth.com
To: Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
910.796,7343
WE ARE SENDING YOU
THE FOLLOWING ITEMS: 0 Attached
❑ Shop Drawings 0 Prints
❑ Specifications ❑ Copy of Letter
gy P -7, p'3�3
LETTER OF TRANSMITTAL
DATE: January 16, 2014
JOB 12.037
ATTN: Linda Lewis
Environmental Engineer III
RE: P 1349 Special Operations
Training Complex, Camp
Lejeune, NC
ECEIVE
JAN 17 2014
❑ Under separate cover via
❑ Plans ❑ Calculations
❑ Reports 0 Other
COPIES
DATE
No.
DESCRIPTION
2
CIVIL SHEETS CS 112 - CS 1 l 5
2
FULL SIZED DRAINAGE AREA MAP
1
LS 105 SUPPLEMENT FOR DA 9
1
LS 128 SUPPLEMENT FOR DA 10
1
O & M SHEET FOR LEVEL SPREADERS 105 AND 128
1
INFILTRATION BASIN SUPPLEMENT FOR DA 6
1
DRAINAGE AREA SUPPLEMENTSHEET FOR SWU-101 APPLICATION
I
CHECK
THESE AItE TRANSMITTED AS CHECKED BELOW:
10 For Your Use ❑ For Approval
❑ As Requested ❑ For Review & Comment
REMARKS:
COPY TO: File
❑ Shop Drawing Action as Noted
Anna Lee Bamforth, P.L+'., L.S.
1

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For ORNR Use ONLY
North Carolina
RBReviewer!� Department of Environment and Submit: _
- MA Natural Resources
NCDENR Request for Express Permit Review rime: _
confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF filet and vicinity map (same_ Items ewEted in the application
ap _ckac�e of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;[e-mail]
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee @ncdenr-go
v
• Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or [e-mail]
• Washington Region -Lyn Hardison 252-948-3842 or [e-mail]
• Wilmington Region -Cameron Weaver 910-796-7303 or [e-mail]
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: P-1286 GRAVEL PARKING LOT County: ONSLOW
Applicant: USMC Company: USMC
Address: BLDG 1005 MICHAEL RD City: CAMP LEJEUNE, State! NC Zip: 28542-_
Phone: [phone], Fax: [phone], Email: CARLBAKER®USMC.MIL
Physical Location:RIFLE RANGE ROAD AND RIFLE RANGE ROAD
Provided Existing Permits
related to this Project
SW
SW
SW
NPDES
NPDES
WQ
WQ
E&S
E&S
Other
Project Drains into SA waters - Water classification HWQ (for classification see- hftp://oortal.ncdenr.orgMeb/wg/ps/csu/classifications)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? /N, within 1z mile and draining to class SA waters Y or within 1 mile
and draining to class HOW waters? Y
Engineer/Consultant: STEVE MEDVICK, PE Company: NAVFAC
Address: 6506 HAMPTON BLVD City: NORFOLK, State: VA Zip: 23508-1278
Phone, 757.322-4214, Fax: [phone], Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$ # PERMANENTJOBS # TEMPORARYJOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWR(401, NPDES, Non -Discharge) ❑ DCM, ❑ DEMLR (EIS, SW), ❑ 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 2 #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 H)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 2 acres to be disturbed.(CK # (far DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (tar both scoping and express meeting request)
Wetlands on Site ❑ Yes Z No
Wetlands Delineation has been completed: ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No
Received from US ACOE ❑ Yes ® No
Fee Split for multiple permits: (Check#
Buffer Impacts. ED No ❑ YES: acres)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
For DFNK ose only
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS November 2013

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NCDENR
For DENR Use ONLY
Reviewer;
North Carolina Department of Environment and
Submit
Natural Resources
Request for Express Permit Review Time:
Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the applic_atio_ n
ap ckaae of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;[e-mail]
• Fayetteville or Raleigh Region -David Lee 919-791-4203, david.lee@ncdenrgov
• Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or Patrick.grogan@ncderi gov
• Washington Region -Lyn Hardison 252-948-3842 or [e-mail]
• Wilmington Region -Janet Russell 910-796-7302 or janetrussell@ncdenrgov
• Wilmington Region -Cameron Weaver 910-796-7303 or [e-mail]
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: P1349 SPECIAL OPERATIONS TRAINING COMPLE Site 2 ounty: ONSLOW
Applicant: NEAL PAUL Company: MCB CAMP LEJEUNE
Address: 1005 MICHAEL RD City: CAMP LEJEUNE, State: NC Zip: 28547
Phone: [phone] Fax: [phone] Email: [e-mail]
Provided Existing_ Permits
related to this Proiect
SW�0803f'3
SW
SW
NPDES
NPDES
WQ
WQ
E&S
E&S
Other
Physical Location:RANGE ROAD, ONE MILE FROM STATE ROUTE 17.
Project Drains into STONES BAY waters - Water classification SA:HOW (for classification see- hftp://portal.ncdenr,org/web/wgtps/csulclassifications)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within 1/2 mile and draining to class SA waters Y or within 1 mile
and draining to class HOW waters? Y
Engineer/Consultant: ANNA LEE BAMFORTH Company: C. ALLAN BAMFORTH, JR., ENGINEER -SURVEYOR, INC
Address: 2207 HAMPTON BOULEVARD City: NORFOLK, State: VA Zip: 23517
Phone: [phone], Fax: [phone], Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF (AVAILABLE
$ # JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWO, ❑ 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 ElHigh Density -SW Wetlands _ # Treatment Systems
® High Density -Other 2 # Treatment Systems / ® MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW 8 08031 (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with a 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
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
Received from US ACOE ❑ Yes ❑ No
Fee Split for multiplepermits: Check #
Buffer Impacts: ❑ No ❑ YES: _acre(s)
Isolated wetland on Property [I Yes ❑ No
404 Application in Process wl US ACOE: ❑ Yes ❑ No Permit
]-or DENR use only
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LOS
$
Stream Deter,,
$
NCDENR EXPRESS October 2013

11AMPry,PERMIT NA RRA TI VE
L P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
SHOOTER'S PARKING LOT (SITE 2)
MCB CAMP LEJEUNE, NC
JANUARY,2014
Protect Scope:
The P-1349 project will replace existing training facilities with a new Special Operations
Training Group (SOTG) Complex in the Stone Bay area, Marine Corps Base Camp
Lejeune. Included with this project is the Shooter's parking lot. The Shooter's parking
lot will be provided to the southwest of the SOTG Complex and will support the Rifle
Range. Within the parking lot, 201 spaces with associated BMPs will be constructed by
others. This project will construct the remaining 510 spaces and provide two BMPs that
will provide stormwater management for the entire parking lot. Special scheduling will
be required during the installation of this parking lot. This project is a modification to
existing stormwater permit number SW8 080313. The Shooter"s parking lot site is
referenced as Site 2.
The project also includes stormwater management. The project site is about 7.6 acres.
The P-1349 Special Operations Training Complex will be permitted separately under a
new SWM permit.
Existing Conditions:
The proposed Shooter's Parking Lot is located west of the existing training facility and
adjacent to Range Road. Wetlands on site are identified by Camp Lejeune's Land and
Wildlife Section. Perennial streams are also located on the site. Adjacent to the
proposed lot is parking and BMPs to be built by others but part of this project. The site is
predominantly open and contains a contractor laydown yard, grass, gravel, and temporary
stormwater sediment basins. The northwest portion of the site is heavily wooded with a
number of fallen trees. The ground surface generally slopes toward the northwest and
ground elevations range from about 25 to 55 feet.
Existing wetlands located on the site require a 50-foot buffer between new construction
and wetland limit lines. In addition, the State of North Carolina requires a 50-foot buffer
between new development activities and a 30-foot buffer for redevelopment from the
bank of each side of the streams.
Demolition on the site consists of clearing and grubbing and gravel removal.
Page 1 of 3

PERMIT NA RRA T1 VE
P-1349 SPECIAL OPERATIONS TRAINING ComPLEX
SHOOTER'S PARKING LOT (SITE 2)
MCB CAMP LEJEUNE, NC
.1ANUARY, 2014
Stormwater Management:
This project is located in a coastal county and is a high density project. The site drains to
Stone Bay and its tributaries, located to the east of the site; Stone Bay ultimately outfalls
to the New River, which is an SA water. For SA waters North Carolina requires that the
BMPs are designed to handle the 95th percentile storm or the increase in runoff From the
1-year, 24 hour storm, whichever is greater. In addition, the BMPs need to restrict the
runoff volume to the predeveloped rate for the 10-year storm event.
The site stormwater will be collected via a combination of overland flow, a curb and
gutter system, storm sewer piping and inlets, and culverts and ditches that will be directed
to the Sand Filter BMPs on the site.
+ This project is a modification to existing stormwater permit number SW8 080313. It
modifies Drainage Areas 9 and 10,
The BMPs are designed according to the North Carolina Division of Water Quality,
Stormwater Best Management Practices Manual, July 2007. There is no off -site runoff
coming onto the site.
Soils:
At the shooters parking lot area, the uppermost 9 feet of soils are composed of
uncontrolled fill; predominantly silty sand with traces of stone, wood and other organic
matter. This area may show unsuitable material during construction, and the contract
documents reflect the removal and replacement of 260 cubic yards of unsuitable material
as directed by the Contracting Officer.
The hand auger soil borings encountered the free groundwater surface at variable depths
that ranged from about 1.5 feet to 5 feet below the ground. Based on the time of year,
these water levels represent a normal high condition. However, in soils having a fine
grained texture, gray color and/or mottled appearance, an estimated seasonal high water
table (SHWT) depth was noted. A perched water table was encountered at a number of
testing locations.
The results of the testing indicated soil infiltration rates of about 0.57 to 0.63 inches per
hour in the sand filter areas. This indicates the soils fall within SCS Hydrologic Soil
Group B.
Page 2 of 3

PERMIT NARRATI VE
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
T SHOOTER'S PARKING LOT (SITE 2)
sum
MCB CAMP LEJEUNE, NC
.IANUARY, 2014
Erosion and Sediment Control:
Erosion and sediment control measures including sediment fence, temporary construction
entrances, tree protection, inlet protection, sediment basins, channel protection.
temporary seeding, permanent seeding and permanent outlet protection will be provided
in accordance with the North Carolina Erosion and Sediment Control Planning and
Design'Manual.
Since the site is within a High Water Quality (HQW) zone, erosion and sedimentation
control measures, structures, and devices shall be designed and constructed to provide
protection from the runoff of the 25 year storm.
Sediment basins within the HQW zone shall be designed according to North Carolina
Administrative Code 15A04B.0124, Design Standards in Sensitive Waters.
Provisions for ground cover sufficient to restrain erosion must be provided for any
portion of a land -disturbing activity within 14 working days or 21 calendar days
following completion of construction or development, whichever period is shorter.
Page 3of3

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NAVFAC MID -ATLANTIC
eProjects
Work Order Number:
1168093
Appropriation: MCON
Special Operations Training Complex
At the
MCB Camp Lejeune, NC
(P-1349)
DESIGNED BY:
C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
2207 Hampton Blvd.
Norfolk, Virginia 23517
WE Contract N40085-10-D-5304)
SPECIFICATION PREPARED BY:
Civil: Anna Lee Bamf.orth, P.E., L.S.
Architectural: Richard Harris, AIA
Interior Design: Pat Hudson
Landscape: Keith Oliver, PLA, LEED AP BD+C
Structural: Kevin Roomsburg, P.E.
Mechanical: Frank Ancarrow, P.E.
Electrical: Tim Craddock, P.E.
Fire Protection: Mike Goodman, P.E.
Geotechnical: Charles Crawley, III, P.E.
Environmental: Brian Hyde
Date: January 10, 2014
SPECIFICATION APPROVED BY:
For Commander, NAVFAC MID --ATLANTIC:
ECEIVE
JAN 17 2014
BY:-
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•
•
•
P1349 Special
Operations Training Complex 14P1349
•
Camp Lejeune,
NC eProjects No: 1168093
•
PROJECT TABLE OF CONTENTS
•
DIVISION 01
- GENERAL REQUIREMENTS
.
01 57 13.00
22 EROSION AND SEDIMENT CONTROL
S
DIVISION 31
- EARTHWORK
•
31 23 00.00
20 EXCAVATION AND FILL
•
DIVISION 32
- EXTERIOR IMPROVEMENTS
•
32 92 19
SEEDING
•
32 92 23
SODDING
DIVISION 33
- UTILITIES
•
33 40 00
STORM DRAINAGE UTILITIES
•
-- End of Project Table of Contents --
.
•
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•
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PROJECT TABLE OF CONTENTS Page 1
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P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1166093
SECTION 01 57 13.00 22
EROSION AND SEDIMENT CONTROL
05/13
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM D3787 (2007; R 2011) Bursting Strength of
Textiles - Constant -Rate -of -Traverse
(CRT), Ball Burst Test
ASTM D4533 (2011) Trapezoid Tearing Strength of
Geotextiles
ASTM D4632 (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 fallowing 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
Erosion Control Matting
Temporary Channel Liner
Filter Fabric
SECTION 01 57 13.00 22 Page 1

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
1.4 CONSTRUCTION SEQUENCE SCHEDULE
Submit a Contractor furnished construction work sequence schedule, a
minimum of 30 days prior to start of construction. The work schedule shall
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 ()1/ASTM D4632) 180 pounds
b. Minimum Puncture (TF 25 #4/ASTM D3787) 75 psi in the weakest direction
c. Apparent Opening Size 40-80 (U.S. Sieve Size)
d. Minimum Trapezoidal tear strength (TF 25 42/ASTM D4533) 50 pounds
SECTION 01 57 13.00 22 Page 2

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
2.4 DUST SUPPRESSORS
Calcium chloride, or other standard manufacturer's spray on adhesives
designed for dust suppression.
2.5 TEMPORARY SEEDING
2.5.1 State Standard Temporary Seeding
Provide seed, lime, fertilizer , and mulch in accordance with NCSCC ESCM,
Standards 6.10 and 6.14. Provide straw mulch.
2.6 EROSION CONTROL MATTING
Jute or excelsior matting that has not been bleached or dyed. Use jute
matting where indicated. Provide matting in minimum 4 feet widths.
Staples for anchoring the matting shall be minimum 11 gage wire, formed
into a "U" shape with a minimum throat width of one inch and minimum length
of 6 inches after forming.
2.6.1 Jute Matting
A uniform open plain weave of single jute yarn providing an average weight
of 0.9 pounds per square yard of matting. Yarn shall be of a loosely
twisted construction and shall not vary in thickness by more than one-half
its normal diameter. Matting shall have openings between strands length
wise of 0.45 to 0.75 inch, and between strands crosswise of 0.67 to 1.13
inch.
2.6.2 Excelsior Matting
A machine produced mat of wood excelsior with a minimum of 80 percent of
wood fibers 6 inches in length or longer. The matting shall have an
average weight of 0.75 to 0.85 pounds per square yard with an even fiber
distribution producing a consistent mat thickness, and shall have on one
side a woven fabric. The woven fabric shall be twisted paper cord, cotton
cord, or an extruded plastic mesh with a minimum mesh size of one by one
inch and a maximum mesh size of 1 1/2 by 3 inch.
2.6.3 Straw Matting
A machine produced straw mat with a minimum thickness of 1/2 inch +/- 1/8
inch. The straw shall be evenly distributed throughout the mat to provide
a minimum average dry weight of .70 pounds per square yard. The topside of
the mat shall be covered with a 3/8 inch biodegradable plastic mesh, with
the mesh attached to the straw by a knitting process using biodegradable
thread.
2.7 TEMPORARY CHANNEL LINER
Provide temporary channel liner in accordance with NCSCC ESCM, Standard
6.17,
3.1 CONSTRUCTION SEQUENCE SCHEDULE
Stabilize areas for construction access immediately with gravel, Install
SECTION 01 57 13.00 22 Page 3

P1349 Special Operations Training Complex
Camp Lejeune, NC
14P1349
eProjects No: 1168093
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 least 12 inches of wire
mesh extends across the inlet cover and at least 12 inches of wire mesh
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.
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Protect treated surfaces from traffic for a minimum of 2 hours after
treatment. Repeat application of dust suppressors as required to control
dust emissions.
3.7 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 to bring an area to finish grade
so that permanent seeding operations can be performed without serious
disturbance from additional grading.
C. Grading operations for a specific area are completed and the dates
specified for permanent seeding or sodding is more than 30 days away.
d. When an immediate cover is required to minimize erosion, or when
erosion has occurred.
e. Provide on erosion control devices constructed using soil materials.
3.7.2 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 hay or straw mulch in an air dried
condition, and secure mulch in place.
3.7.2.2 Permanent Seeding and Sodding
Temporary seeding shall be removed, and permanent seeding and sodding shall
be provided as indicated during the specified planting season as specified
in Section 32 92 19 SEEDING and Section 32 92 23 SODDING.
3.8 EROSION CONTROL MATTING
Place matting in the direction of the flow of water. The up channel mat
ting end shall be toed in a narrow trench a minimum of 5 inches deep.
Where one roll of matting ends and a second roll begins, the end of the
upper roll shall be brought over the buried end of the second roll, to
provide a 6 inch overlap. Where matting widths are laid side by side, the
overlap between matting shall be 4 inches. Provide check slots every 50
feet longitudinally in the matting. Construct check slots by providing a
narrow trench 5 inches deep and folding the matting down in to the trench,
across the bottom of the trench, and then back up the trench to the
existing ground Backfill and compact the trench using the excavated
material from the trench. Staple matting ends, junctions, and check slots
at 10 inches on center. Staple matting outer edges and overlaps and the
center of each matting strip at 3 feet on center. Install excelsior
matting with the woven fabric on top.
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3.9 TEMPORARY CHANNEL LINER
Provide temporary channel liner in accordance with NCSCC ESCM, Standard
6,17.
3.10 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.
3.11 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
0=i 3213A 944141*4
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 C136 (2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C33/C33M (2013) Standard Specification for Concrete
Aggregates
ASTM D1140 (2000; R 2006) Amount of Material in Soils
Finer than the No. 200 (75-micrometer)
Sieve
ASTM D1556 (2007) Density and Unit Weight of Soil in
Place by the Sand -Cone Method
ASTM D1557 (2012) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D2321 (2011) Standard Practice for Underground
Installation of Thermoplastic Pipe for
Sewers and Other Gravity -Flow Applications
ASTM D2487 (2011) Soils for Engineering Purposes
(Unified Soil Classification System)
ASTM D4318 (2010) Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
ASTM D6938 (2010) Standard Test Method for In -Place
Density and Water Content of Soil and
Soil -Aggregate by Nuclear Methods (Shallow
Depth)
ASTM D698 (2012) 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 (2012) Standard Specifications for Roads
and Structures
U.S. ARMY CORPS OF ENGINEERS (USACE)
EM 385-1-1 (2006; Errata 1-2010; Changes 1-3 2010;
Changes 4-6 2011; Change 7 2012) Safety
and Health Requirements Manual
1.2 DEFINITIONS
1.2.1 Capillary Water Barrier
A layer of clean, poorly graded crushed rock, stone, or natural sand or
gravel having a high porosity which is placed beneath a building slab with
or without a vapor 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 D1557, for general soil
types, abbreviated as percent laboratory maximum density.
1.2.3 Hard Materials
Weathered rock, dense consolidated deposits, conglomerate materials or
cemented sand material identified as "hardpan" in soil borings PP-3, PP-6,
and PP-11 which are not included in the definition of "rock" but which
usually require the use of heavy or high force excavation equipment or
ripper teeth 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
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. The following shall be submitted in accordance with Section
01 33 00 SUBMITTAL PROCEDURES:
SD-01 Preconstruction SubmittalsShoring and Sheeting Plan
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Dewatering work plan
Submit 15 days prior to starting work.
SD-06 Test Reports
Borrow Site Testing; G
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. The boring logs depict perched water occurring within the uppermost 2
feet of soil at numerous locations on the project site, due to the
relatively high amount of fine-grained material in the soil or from
lenses of clay or hardpan. The Contractor shall anticipate groundwater
being trapped for extended periods following rainfall, and shall employ
measures and equipment to permit construction to proceed.
e. Material character is indicated by the boring logs.
f. Base bids on 100 percent of all soil existing on Site 2 and to be
encountered in providing the work as consisting of "FILL", generally
described as silty sand with varying amounts of wood, organic material,
asphalt and crushed stone as seen in borings PE-9, PB-10, and PB-11.
All excavated material shall be considered to meet requirements
specified herein for common fill only.
g. Rock will not be encountered.
h. Hard materials will be encountered. Difficulty in excavation or
handling of hard materials shall not be grounds for claims by the
Contractor for additional compensation.
i. Blasting will not be permitted. Remove material in an approved manner.
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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. Soil material
obtained from the Government Borrow Pit does not require Borrow Site
Testing.
Do not furnish or transport soils onto the MCB Camp Lejeune when such act
would violate the Comprehensive Environmental Response Compensation and
Liability Act (CERCLA) or the General Statutes of North Carolina.
Provide certification that all soil furnished under the contract contains
no petroleum or hazardous or toxic materials as defined in DoD Instruction
4715.6, which implements 10 U.S.C. 2692. The following methods shall be
used to determine if soil meets this standard:
if the total amount of soil to be brought onto the MCB Camp Lejeune for a
single contract is less than 200 cubic yards, certify the soil meets the
standard by inspecting for "Apparent Contamination" (visual or other
indications of contamination including abnormal or unnatural color,
chemical or petroleum odors, or saturation with a chemical or petroleum).
Soil which is contaminated, as determined by inspecting for "Apparent
Contamination", shall not be utilized on the MCB Camp Lejeune or outlying
fields.
If the total amount of soil to be brought onto the MCB Camp Lejeune for a
single contract is greater than 1000 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 Shoring and Sheeting Plan
Submit drawings and calculations, certified by a registered professional
engineer, describing the methods for shoring and sheeting of excavations.
Drawings shall include material sizes and types, arrangement of members,
and the sequence and method of installation and removal. Calculations
shall include data and references used.
The Contractor is required to hire a Professional Geotechnical Engineer to
provide inspection of excavations and soil/groundwater conditions
throughout construction. The Geotechnical Engineer shall be responsible
for performing pre -construction and periodic site visits throughout
construction to assess site conditions. The Geotechnical Engineer shall
update the excavation, sheeting and dewatering plans as construction
progresses to reflect changing conditions and shall submit an updated plan
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if necessary_ A written report shall be submitted, at least monthly,
informing the Contractor and Contracting Officer of the status of the plan
and an accounting of the Contractor's adherence to the plan addressing any
present or potential problems. The Geotechnical Engineer shall be
available to meet with the Contracting Officer at any time throughout the
contract duration.
1.7.2 Dewatering Work Plan
Submit procedures for accomplishing dewatering work.
1.7.3 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 PRCDUCTS
2.1 SOIL MATERIALS
2.1.1 Satisfactory Materials
Any materials classified by ASTM D2487 ag GW, GP, GM, GP -GM, GW-GM, GC,
GP -GC, GM -GC, SW, SP, SM, SW-SM, SC, SW -SC, SP-SM, and SP-SC, free of
debris, roots, wood, scrap material, vegetation, refuse, soft unsound
particles, and frozen, deleterious, or objectionable materials. Unless
specified otherwise, the maximum particle diameter shall be one-half the
lift thickness at the intended location.
2.1.2 Unsatisfactory Materials
Materials which do not comply with the requirements for satisfactory
materials, unsatisfactory materials also include man-made fills, trash,
refuse, or backfills from previous construction. Unsatisfactory material
also includes material classified as satisfactory which contains root and
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other organic matter, frozen material, and stones larger than 2 inches.
The Contracting Officer shall be notified of any contaminated materials.
2.7.3 Cohesionless and Cohesive Materials
Cohesionless materials include materials classified in ASTM D2487 as GW,
GP, SW, and SP. Cohesive materials include materials classified as GC, SC,
ML, CL, MH, and CH. Materials classified as GM, GP -GM, GW-GM, SW-SM,
SP-SM, and SM shall be identified as cohesionless only when the fines are
nonelastic (plasticity index equals zero). Materials classified as GM and
SM will be identified as cohesive only when the fines have a plasticity
index greater than zero.
2.1.4 Common Fill
Approved, unclassified soil material with the characteristics required to
compact to the soil density specified for the intended location.
2.1.5 Eackfill and Fill Material/Structural Fill
Provide ASTM D2487, classification GW, GW-GM, GP, GP -GM, SW, SW-SM, SP,
SP-SM, SM, with a ASTM D4318 liquid limit less than 30; maximum ASTM D4318
plasticity index of 9; percent by weight passing ASTM D1140, No. 200 sieve
less than 25; and free of rubble, organics, clay, debris, and other
unsuitable material.
2.1.6 Select Material
Provide materials classified as GW, GP, SW, or SP, by ASTM D2487 where
indicated or specified, with not more than 15 percent by weight passing the
No. 200 sieve when tested in accordance with ASTM D1140.
2.1.7 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.
2.1.8 Material Handling
On -site excavated materials which after drying are suitable for use as
common fill or backfill/fill material but which, when excavated, are too
wet for immediate compaction in fill areas shall be placed either
temporarily in stockpiles until the moisture content is reduced
sufficiently to permit them to be placed in their final 1ecaCion, or placed
in embankments and then conditioned using ploughing, disking, or harrowing
to obtain the required moisture content for attaining the required
compaction. Material placed within 10 feet of structures or completed work
shall be placed at a moisture content suitable for attaining the required
compaction; further conditioning of the material after placement is not
allowed.
2.2 POROUS FILL FOR CAPILLARY WATER FARRIER
ASTM C33/C33M fine aggregate grading with a maximum of 3 percent by weight
passing ASTM D1140, 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
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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 D1557 maximum density. Plastic piping shall have bedding to spring
line of pipe. Provide ASTM D2321 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 D2487.
2.4 BORROW
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, fill and backfill material and select
fill may be obtained from the Government French Creek borrow pit. The
Government borrow pit is located as indicated. If the Government French
Creek borrow pit is used, the Contractor shall perform clearing, grubbing,
and stripping required for providing access to suitable borrow material.
The Contractor is responsible for loading, hauling, handling and all
incidental costs associated with obtaining borrow material. Dispose of
materials from clearing and grubbing operations as off Government property
2.5 FILTER FABRIC FOR RETAINING WALL
NCDOT RS, materials for construction of retaining wall shall be in
accordance with Section 1056 for Geotextile, Type 2, except it shall not be
a slit -film geotextile. Provide a manufacturer certificate stating that
the geotextile conforms to specified requirements based upon testing
performed by the manufacturer in the last 12 months on samples taken from a
lot that is typical of the material actually shipped to the project, but
may or may not be from that lot shipped.2.6 MATERIAL FOR RIP -RAP
Rock and bedding material for erosion control rip -rap shall conform to
NCDOT RS, Section 1042, Class A, unless indicated otherwise.
2.7 BURIED WARNING AND IDENTIFICATION TAPE
Polyethylene plastic warning tape manufactured specifically for warning and
identification of buried utility lines. Provide tape on rolls, 3 inch
minimum width, color coded as specified below for the intended utility with
warning and identification imprinted in bold black letters continuously
over the entire tape length. Warning and identification to read,
"CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color
and printing shall be permanent, unaffected by moisture or soil.
Warning Tape Color Codes
Yellow: Electric
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2.7.1 Warning Tape
14P1349
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Warning Tape Color Codes
Orange: Telephone and Other
Communications
Blue: Water Systems
Green: Sewer Systems
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.
2.8 DETECTION WIRE FOR NON-METALLIC PIPING
Detection wire shall be insulated single strand, solid copper with a
minimum of 12 AWG.
PART 3 EXECUTION
3.1 PROTECTION
3.1.1 Shoring and Sheeting
Provide shoring 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.
3.1.2 Drainage and Dewatering
Provide for the collection and disposal of surface and subsurface water
encountered during construction.
3.1.2.1 Drainage
So that construction operations progress successfully, completely drain
construction site during periods of construction to keep soil materials
sufficiently dry. The Contractor shall establish/construct storm drainage
features at the earliest stages of site development, and throughout
construction grade the construction area to provide positive surface water
runoff away from the construction activity and/or provide temporary
ditches, swales, and other drainage features and equipment as required to
maintain dry soils, prevent erosion and undermining of foundations. When
unsuitable wcrking.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 and fill operations 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.
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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.
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 limits of disturbance indicated by the temporary
sediment fencing. 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
3.2.2.1 Non -Wooded Areas
Strip suitable sail for topsoil up to a depth of 6 inches without
contamination by subsoil material from the site where excavation or grading
is indicated and stockpile separately from other excavated material.
Extend clearing and stripping laterally at least 5 feet beyond the
perimeter of the new work. Refer to boring logs and geotechnical
information. 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.
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3.2.2.2 Wooded Areas
After clearing and grubbing operations, remove material containing organics
up to a depth of 12 inches below existing grade and dispose of as surplus
material.
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 or unsuitable material. Unsatisfactory or
unsuitable material encountered below the grades shown shall be removed as
directed by the Contracting Officer. Refill with backfill and fill
material or select material and compact to 95 percent of ASTM D1557 maximum
density. Unless specified otherwise, refill excavations cut below
indicated depth with backfill and fill material and compact to 95 percent
of ASTM D1557 maximum density. Satisfactory material removed below the
depths indicated, without specific direction of the Contracting Officer,
shall be replaced with satisfactory materials to the indicated excavation
grade; except as specified for spread footings. Determination of
elevations and measurements of approved overdepth excavation of
unsatisfactory material below grades indicated shall be done under the
direction of the Contracting Officer.
3.3.1 Structures With Spread Footings
Ensure that footing subgrades have been inspected and approved by the
Contracting Officer prior to concrete placement. Fill over excavations
with concrete during foundation placement.
3.3.2 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 D698 maximum density.
3.3.3 Pipe Trenches
Excavate to the dimension indicated. Grade bottom of trenches to provide
uniform support for each section of pipe after pipe bedding placement.
Tamp if necessary to provide a firm pipe bed. Recesses shall be excavated
to accommodate bells and joints so that pipe will be uniformly supported
for the entire length.
3.3.4 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."
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3.3.5 Final Grade of Surfaces to Support Concrete
Excavation to final grade shall not be made until just before concrete is
to be placed. For pile foundations, the excavation shall be stopped at an
elevation 6 to 12 inches above the bottom of the footing before driving
piles. After pile driving has been completed, the remainder of the
excavation shall be completed to the elevations shown.
3.4 HAULING EQUIPMENT
Equipment used for hauling shall be sized appropriately for the site
conditions (soil character and moisture content). The Contractor shall be
responsible for not deteriorating subgrade soils due to excessive wheel
loads or traffic passes by utilizing methods such as routing equipment
uniformly over the full width of embankments, constructing bridges of soil
material over subgrades for traffic, etc.
3.5 SUBGRADE PREPARATION
Unsatisfactory or unsuitable material in surfaces to receive fill or in
excavated areas shall be removed and replaced with backfill/fill or select
fill material as directed by the Contracting Officer. 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.
3.5.1 Proof Rolling
3.5.1.1 New Building Areas
For all new buildings, proofrolling shall be done following stripping or
demolition operations. 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
or demolition operations, level the area within and to 5 feet beyond the
building footprint, including landings and adjacent stairs, proof roll the
exposed subgrade of the building with six (6) passes of a dump truck loaded
witt6 cubic yards 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. 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. Bids shall be based on replacing
approximately 250 cubic yards, at various locations.
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3.5.1.2 Site 2 - Shooters Lot
For the Site 2 - Shooters lot pavement area, 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 completion of rough grading, proof roll the existing
subgrade of the paved areas with six passes of a 15 ton, pneumatic -tired
roller or a dump truck loaded with 6 cubic yards of soil. Operate the
roller or truck in a systematic manner to ensure the number of passes over
all areas, and at speeds between 2 1/2 to 3 1/2 miles per hour. 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.
Prior to paving, a second proofroll along with field density and moisture
content tests shall be performed on the aggregate base to determine if
located areas have degraded due to construction traffic or weather.
For all proofrolling operations, base bids on replacing 1250 cubic yards of
unsuitable material with fill and backfill material, with an average depth
of 8 inches at various locations.
3.6 GEOGRID PLACEMENT FOR ROADS/PAVEMENTS
Place geogrid as indicated directly on prepared subgrade. Repair damaged
geogrid by placing an additional layer of geogrid to cover the damaged area
a minimum of 1.5 feet overlap in all directions. Overlap geogrid at joints
a minimum of 12 inches. Obtain approval of geogrid installation before
placing overlying material. Follow manufacturer's recommended installation
procedures. Place aggregate base in accordance with Section 31 05 21,
GEOGRID SOIL REINFORCEMENT.
3.7 FILTER FABRIC (GEOTEXTILE) FOR RETAINING WALL
Place geotextile as indicated. Repair damaged geotextile by placing an
additional layer of geotextile to cover the damaged area a minimum of 3 feet
overlap in all directions. Overlap geotextile at joints a minimum of 3 feet.
Obtain approval of geotextile installation before placing fill or
backfill. Place fill or backfill against geotextile in the direction of
overlaps and compact as specified herein. Follow manufacturer's
recommended installation procedures.
3.8 FILLING AND BACKFILLING
Fill and backfill to contours, elevations, and dimensions indicated.
Compact each lift before placing overlaying lift.
3.8.1 Common Fill Placement
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.
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3.8.2 Backfill and Fill Material Placement
Provide for paved areas, utility trenches and under concrete slabs, except
where select material is provided. Place in 8 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.
3.8.3 Select Material Placement
Provide as specified or indicated. Provide under porous fill of structures
not pile supported. Place in 6 inch lifts. Do not place over wet or
frozen areas. Backfill adjacent to structures shall be placed as
structural elements are completed and accepted. Backfill against concrete
only when approved. Place and compact material to avoid loading upon or
against structure.
3.8.4 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, subsurface drains and 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.
3.8.5 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.
3.8.6 Trench Backfilling
Backfill as rapidly as construction,
permits. Place and compact backfill
inch lifts to top of trench and in 8
outside structures and paved areas.
when hand compaction is used.
3.9 BORROW
testing, and acceptance of work
under structures and paved areas in 8
inch lifts to one foot over pipe
Place backfill in 4 to 6 inch lifts
Where satisfactory materials are not available in sufficient quantity from
required excavations, approved borrow materials shall be obtained as
specified herein.
3.10 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
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inches below top of subgrade.
3.11 BURIED DETECTION WIRE
Bury detection wire directly above non-metallic piping at a distance not to
exceed 12 inches above the top of pipe. The wire shall extend continuously
and unbroken, from manhole to manhole. The ends of the wire shall
terminate inside the manholes at each end of the pipe, with a minimum of 3
feet of wire, coiled, remaining accessible in each manhole. The wire shall
remain insulated over it's entire length. The wire shall enter manholes
between the top of the corbel and the frame, and extend up through the
chimney seal between the frame and the chimney seal. For force mains, the
wire shall terminate in the valve pit at the pump station end of the pipe.
3.12 COMPACTION
Determine in -place density of existing subgrade; if required density
exists, no compaction of existing subgrade will be required.
3.12.1 General Site
Compact underneath areas designated for vegetation and areas outside the 5
foot line of the paved area or structure to 85 percent of ASTM 01557.
3.12.2 Structures, Spread Footings, and Concrete Slabs
Compact top 12 inches of subgrades to 95 percent of ASTM D1557. Compact
fill and backfill material and select material to 95 percent of ASTM D1557.
3.12.3 Adjacent Area
Compact areas within 5 feet of structures, and paved areas to 90 percent of
ASTM D1557.
3.12.4 Paved Areas
Compact top 12 inches of subgrades to 95 percent of ASTM D1557. Compact
fill and backfill materials to 95 percent of ASTM D1557.
3.13 FINISH OPERATIONS
3.13.1 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.
3.13.2 Topsoil and Seed
Provide as specified in Section 01 57 13.00 22 SROSION AND SEDIMENT CONTROL
3.13.3 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.
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3.14 DISPOSITION OF SURPLUS MATERIAL
Dispose of surplus satisfactory soil material in Government disposal area
indicated as directed by the Contracting Officer. Remove from Government
property other soil material not suitable for filling or backfilling, and
brush, refuse, stumps, roots, and timber.
3.15 FIELD QUALITY CONTROL
3.15.1 Sampling
Take the number and size of samples required to perform the following tests.
3.15.2 Testing
Perform one of each of the following tests for every 2500 cubic yards of
each material used. Provide additional tests for each source change.
3.15.2.1 Fill and Backfill/Structural Fill and Select Fill Material Testing
Test material in accordance with ASTM C136 for conformance to ASTM D2487
gradation limits; ASTM D1140 for material finer than the No. 200 sieve;
ASTM D4318 for liquid limit and for plastic limit; ASTM D1557 for moisture
density relations.
3.15.2.2 Porous Fill Testing
Test porous fill in accordance with ASTM C136 for conformance to gradation
specified in ASTM C33/C33M.
3.15.2.3 Density Tests
Test density in accordance with ASTM D1556, or ASTM D6938. When ASTM D6938
density tests are used, verify density test results by performing an
ASTM p1556 density test at a location already ASTM D6938 tested as
specified herein. Perform an ASTM D1556 density test at the start of the
job, and for every 10 ASTM D6938 density tests thereafter. Test each lift
at randomly selected locations every 2500 square feet of existing grade in
fills for structures and concrete slabs, and every 3500 square feet for
other fill areas and every 3500 square feet of subgrade in cut. Include
density test results in daily report.
Bedding and backfill in trenches
lift.
-- End of Section --
One test per 150 linear feet in each
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SECTION 32 92 19
SEEDING
10/06
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM C602 (2012) Agricultural Liming Materials
ASTM D4427 (2007) Peat Samples by Laboratory Testing
ASTM D4972 (2001; R 2007) pH of Soils
U.S. DEPARTMENT OF AGRICULTURE (USDA)
AMS Seed Act (1940; R 1988; R 1996) Federal Seed Act
DOA SSIR 42 (1996) Soil Survey Investigation Report
No. 42, Soil Survey Laboratory Methods
Manual, Version 3.0
1.2 DEFINITIONS
1.2.1 Stand of Native Grasses and Forbs.
95 percent ground cover of the established species.
1.3 RELATED REQUIREMENTS
Section 31 23 00.00 20 EXCAVATION AND FILL, , , Section 32 92 23 SODDING,
Section 32 93 00 EXTERIOR PLANTS, and Section 32 05 33 LANDSCAPE
ESTABLISHMENT applies to this section for pesticide use and plant
establishment requirements, with additions and modifications herein.
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. The following shall be submitted in accordance with Section
01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Wood cellulose fiber mulch
SD-06 Test Reports
Topsoil composition tests (reports and recommendations).
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P1349 Special Operations Training Complex 14P1349
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SD-07 Certificates
State certification and approval for seed
SD-08 Manufacturer's Instructions
Erosion Control Materials
1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Seed Protection
Protect from drying out and from contamination during delivery, on -site
storage, and handling.
1.5.1.2 Fertilizer Gypsum Sulfur Iron and Lime Delivery
Deliver to the site in original, unopened containers bearing manufacturer's
chemical analysis, name, trade name, trademark, and indication of
conformance to state and federal laws. Instead of containers, gypsum
sulphur iron and lime may be furnished in bulk with certificate indicating
the above information.
1.5.2 Storage
1.5.2.1 Seed, Gypsum Sulfur Iron and Lime Storage
Store in cool, dry locations away from contaminants.
1.5.2.2 Topsoil
Prior to stockpiling topsoil, treat growing vegetation with application of
appropriate specified non -selective herbicide. Clear and grub existing
vegetation three to four weeks prior to stockpiling topsoil.
1.5.2.3 Handling
Do not drop or dump materials from vehicles.
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Restrictions
Do not plant when the ground is frozen, snow covered, muddy, or when air
temperature exceeds 90 degrees Fahrenheit.
1.7 TIME LIMITATIONS
1.7.1 Seed
Apply seed within twenty four hours after seed bed preparation.
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PART 2 PRODUCTS
2.1 SEED
2.1.1 Classification
Provide State -certified seed of the latest season's crop delivered in
original sealed packages, bearing producer's guaranteed analysis for
percentages of mixtures, purity, germination, weedseed content, and inert
material. Label in conformance with AMS Seed Act and applicable state seed
laws. wet, moldy, or otherwise damaged seed will be rejected. Field mixes
will be acceptable when field mix is performed on site in the presence of
the Contracting Officer .
2.1.2 Planting Dates
Planting Season
Planting Dates
Permanent Seeding
January 1 -
March 31
Refer to Civil
E&S Plan
2.1.3 Permanent Seed Mixture, Purity and Weight
Proportion seed mixtures by weight. Apply permanent seed mix at 25 lbs
acre. Permanent mix does not include a temporary nurse crop. Refer also to
Civil Erosion and Sediment Control Plans for temporary seeding requirements
and dates. Temporary seeding must later be replaced by permanent seeding
for a permanent stand of native grasses and forbs. The same requirements
of native seeding apply for temporary seeding. Temporary and permanent
seeding may be applied concurrently if done within the permanent seeding
seasons specified herein and within temporary seeding constraints.
Disturbed areas shall not be left unstabilized if disturbance occurs
outside of the permanent seeding seasons.
Botanical Name
Common Name
Minimum
Minimum
Percentage
Percent
Percent
of Mixture
Pure Seed
Germination
and Hard Seed
Schizachyrium
Little
96
80
35
scoparium
Bluestem,NC
Ecotype
Sorghatrum nutans
Indiangrass, NC
96
80
20
Ecotype
Elymus
Virginia
96
80
15
virginicus
Wildrye, NC
'Suther'
Ecotype
Penstemon
Appalachian
96
80
5
laevigatus
Beardtounge, SC
Ecotype
Rudbeckia hirta
Blackeyed Susan
96
80
3
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eProjects No: 1168093
Botanical Name
Common Name
Minimum
Minimum
Percentage
Percent
Percent
of Mixture
Pure Seed
Germination
and Hard Seed
Parthenium
wild Quinine,
96
8o
3
integrifolium
NC Ecotype
Liatris
Grassleaf
96
80
3
graminifolia
Blazing Star,
NC Ecotype
Coreposis
Lanceleaf
96
60
3
lanceolata
Coreopsis,
Coastal Plain
NC Ecotype
Tridens flavus
Purpletop, NC
96
80
3
'Suther'
Ecotype
Eupatorium
Mistflower, VA
96
80
2
coelestinum
Ecotype
Carphephorus
Sandywoods
96
BO
2
bellidifolius
Chaffhead, NC
Ecotype
Eragrostis
Purple
96
80
2
spectabilis
Lovegrass, VA
Ecotype
Monarda punctata
Spotted
96
80
2
Beebalm, Costal
SC Ecotype
Helianthus
Swamp
96
80
2
angustifolius
Sunflower,
Coastal NC
Ecotype
2.2 TOPSOIL
2.2.1 On -Site Topsoil
Surface soil stripped and stockpiled on site and modified as necessary
meet the requirements specified for topsoil in paragraph entitled
"Composition." when available topsoil shall be existing surface soil
stripped and stockpiled on -site in accordance with Section 31 23 00,00
EXCAVATION AND FILL.
to
W
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2.2.2 Off -Site Topsoil
Conform to requirements specified in paragraph entitled "Composition."
Additional topsoil shall be furnished by the Contractor .
2.2.3 Composition
Containing from 5 to 10 percent organic matter as determined by the topsoil
composition tests of the Organic Carbon, 6A, Chemical Analysis Method
described in DOA SSIR 42. Maximum particle size, 3/4 inch, with maximum 3
percent retained on 1/4 inch screen. The pH shall be tested in accordance
with ASTM D4972. Topsoil shall be free of sticks, stones, roots, and other
debris and objectionable materials. Other components shall conform to the
following limits:
Silt
25-50 percent
Clay
10-30 percent
Sand
20-35 percent
pH
5.5 to 7.0
Soluble Salts
600 ppm maximum
2.3 SOIL CONDITIONERS
Add conditioners to topsoil as required to bring into compliance with
"composition" standard for topsoil as specified herein.
2.3.1 Lime
Commercial grade burnt limestone containing a calcium carbonate equivalent
(C.C.E.) as specified in ASTM C602 of not less than 140 percent.
2.3.2 Aluminum Sulfate
Commercial grade.
2.3.3 Sulfur
100 percent elemental
2.3.4 Iron
100 percent elemental
2.3.5 Peat
Natural product of peat moss derived from a freshwater site and conforming
to ASTM D4427 . Shred and granulate peat to pass a 1/2 inch mesh screen
and condition in storage pile for minimum 6 months after excavation.
2.3.6 Sand
Clean and free of materials harmful to plants.
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2.3.7 Perlite
Horticultural grade.
2.3.8 Composted Derivatives
14P1349
eProjects No: 1168093
Ground bark, nitrolized sawdust, humus or other green wood waste material
free of stones, sticks, and soil stabilized with nitrogen and having the
following properties:
2.3.8.1 Particle Size
Minimum percent by weight passing:
No. 4 mesh screen 95
No. 8 mesh screen 80
2.3.8.2 Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust 0.7
Fir or Pine Bark 1.0
2.3.9 Gypsum
Coarsely ground gypsum comprised of calcium sulfate dihydrate 61 percent,
calcium 22 percent, sulfur 17 percent; minimum 96 percent passing through
20 mesh screen, 1.00 percent passing thru 16 mesh screen.
2.3.10 Calcined Clay
Calcined clay shall be granular particles produced from montmorillonite
clay calcined to a minimum temperature of 1200 degrees F. Gradation: A
minimum 90 percent shall pass a No. 8 sieve; a minimum 99 percent shall be
retained on a No. 60 sieve; and a maximum 2 percent shall pass a No. 100
sieve. Bulk density: A maximum 40 pounds per cubic foot.
2.4 MULCH
Mulch shall be free from noxious weeds, mold, and other deleterious
materials.
2.4.1 Straw
Stalks from oats, wheat, rye, barley, or rice. Furnish in air-dry
condition and of proper consistency for placing with commercial mulch
blowing equipment. Straw shall contain no fertile seed.
2.4.2 Hay
Air-dry condition and of proper consistency for placing with commercial
mulch blowing equipment. Hay shall be sterile, containing no fertile seed
2.4.3 Wood Cellulose Fiber Mulch
Use recovered materials of either paper -based (100 percent) or wood -based
(100 percent) hydraulic mulch. Processed to contain no growth or
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germination -inhibiting factors and dyed an appropriate color to facilitate
visual metering of materials application. Composition on air-dry weight
basis: 9 to 15 percent moisture, pH range from 5.5 to 8.2 . Use with
hydraulic application of grass seed and fertilizer.
2.5 WATER
Source of water shall be approved by Contracting Officer and of suitable
quality for irrigation, containing no elements toxic to plant life.
2.6 EROSION CONTROL MATERIALS
Erosion control material shall conform to the following:
2.6.1 Erosion Control. Blanket
100 percent agricultural straw stitched with a degradable nettings,
designed to degrade within 12 months.
2.6.2 Hydrophilic Colloids
Hydrophilic colloids shall be physiologically harmless to plant and animal
life without phytotoxic agents. Colloids shall be naturally occurring,
silicate powder based, and shall form a water insoluble membrane after
curing. Colloids shall resist mold growth.
2.6.3 Erosion Control Material Anchors
Erosion control anchors shall be as recommended by the manufacturer.
PART 3 EXECUTI0N
3.1 PREPARATION
3.1.1 EXTENT OF WORK
Provide soil preparation (including soil conditioners as required),
fertilizing, seeding, and surface topdressing of all newly graded finished
earth surfaces, unless indicated otherwise, and at all areas inside or
outside the limits of construction that are disturbed by the Contractor's
operations.
2.1.1.1 Topsoil
Provide 4 inches of off -site topsoilon-site topsoil to meet indicated
finish grade. After areas have been brought to indicated finish grade,
incorporate pH adjusters soil conditioners into soil a minimum depth of 4
inches by disking, harrowing, tilling or other method approved by the
Contracting Officer. Remove debris and stones larger than 3/4 inch in any
dimension remaining on the surface after finish grading. Correct
irregularities in finish surfaces to eliminate depressions. Protect
finished topsoil areas from damage by vehicular or pedestrian traffic.
3.1.1.2 Soil Conditioner Application Rates
Apply soil conditioners at rates as determined by laboratory soil analysis
of the soils at the job site.
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3.2 SEEDING
3.2.1 Seed Application Seasons and Conditions
Immediately before seeding, restore soil to proper grade. Do not seed when
ground is muddy frozen snow covered or in an unsatisfactory condition for
seeding. If special conditions exist that may warrant a variance in the
above seeding dates or conditions, submit a written request to the
Contracting Officer stating the special conditions and proposed variance.
Apply seed within twenty four hours after seedbed preparation. Sow seed by
approved sowing equipment. Sow one-half the seed in one direction, and sow
remainder at right angles to the first sowing.
3.2.2 Seed Application Method
Seeding method shall be drill seeding.
3.2.2.1 Drill Seeding
Seedbed shall be compacted prior to seeding. Seed shall be drilled at the
rate of 25 pounds per acre. Use Truax or equivalent seed drills. Drill
seed uniformly to average depth of 1/2 inch.
3.2.2.2 Hydroseeding
First, mix water and fiber. Wood cellulose fiber, paper fiber, or recycled
paper shall be applied as part of the hydroseeding operation. Fiber shall
be added at 1,000 pounds, dry weight, per acre. Then add and mix seed and
fertilizer tc produce a homogeneous slurry. Seed shall be mixed to ensure
broadcasting at the rate of 25 pounds per acre. when hydraulically
sprayed on the ground, material shall form a blotter like cover impregnated
uniformly with grass seed. Spread with one application with no second
application of mulch.
3.2.3 Mulching
3.2.3.1 Hay or Straw Mulch
Hay or straw mulch shall be spread uniformly at the rate of 2 tons per acre.
Mulch shall be spread by hand, blower -type mulch spreader, or other
approved method. Mulching shall be started on the windward side of
relatively flat areas or on the upper part of steep slopes, and continued
uniformly until the area is covered. The mulch shall not be bunched or
clumped. Sunlight shall not be completely excluded from penetrating to the
ground surface. All areas installed with seed shall be mulched on the same
day as the seeding. Mulch shall be anchored immediately following
spreading.
3.2.3.2 Asphalt Adhesive Tackifier
Asphalt adhesive tackifier shall be sprayed at a rate between 10 to 13
gallons per 1000 square feet. Sunlight shall not be completely excluded
from penetrating to the ground surface.
3.2.3.3 Non -Asphaltic Tackifier
Hydrophilic colloid shall be applied at the rate recommended by the
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manufacturer, using hydraulic equipment suitable for thoroughly mixing with
water. A uniform mixture shall be applied over the area.
3.2.3.4 Asphalt Adhesive Coated Mulch
Hay or straw mulch may be spread simultaneously with asphalt adhesive
applied at a rate between 10 to 13 gallons per 1000 square feet, using
power mulch equipment which shall be equipped with suitable asphalt pump
and nozzle. The adhesive -coated mulch shall be applied evenly over the
surface. Sunlight shall not be completely excluded from penetrating to the
ground surface.
3.2.4 Rolling
Immediately after seeding, firm entire area except for slopes in excess of
3 to 1 with a roller not exceeding 90 pounds for each foot of roller width.
If seeding is performed with cultipacker-type seeder, drill or by
hydroseeding, rolling may be eliminated.
3.2.5 Erosion Control Material
Install in accordance with manufacturer's instructions, where indicated or
as directed by the Contracting Officer.
3.2.6 Watering
Start watering areas seeded as required by temperature and wind
conditions. Apply water at a rate sufficient to insure thorough wetting
of soil to a depth of 2 inches without run off. During the germination
process, seed is to be kept actively growing and not allowed to dry out.
3.3 PROTECTION OF TURF AREAS
Immediately after turfing, protect area against traffic and other use.
3.4 RESTORATION
Restore to original condition existing turf areas which have been damaged
during turf installation operations at the Contractor's expense. Keep
clean at all times at least one paved pedestrian access route and one paved
vehicular access route to each building. Clean other paving when work in
adjacent areas is complete.
-- End of Section --
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SECTION 32 92 23
SODDING
04/06
PART I GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM C602 (2012) Agricultural Liming Materials
ASTM D4427 (2007) Peat Samples by Laboratory Testing
ASTM D4972 (2001; R 2007) pH of Soils
TURFGRASS PRODUCERS INTERNATIONAL (TPI)
TPI GSS (1995) Guideline Specifications to
Turfgrass Sodding
U.S. DEPARTMENT OF AGRICULTURE (USDA)
DOA SSIR 42 (1996) Soil Survey Investigation Report
No. 42, Soil Survey Laboratory Methods
Manual, Version 3.0
0qw�9)21:94440 0 0CiRRI
1.2.1 Stand of Turf
100 percent ground cover of the established species.
1.3 RELATED REQUIREMENTS
Section 31 23 00.00 20 EXCAVATION AND FILL, , , Section 32 92 19 SEEDING,
Section 32 93 00 EXTERIOR PLANTS, and Section 32 05 33 LANDSCAPE
ESTABLISHMENT applies to this section for pesticide use and plant
establishment requirements, with additions and modifications herein.
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Contrcl
approval. The following shall be submitted in accordance with Section
01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Fertilizer
Include physical characteristics, and recommendations,
SECTION 32 92 23 Page 1

P1349 Special Operations Training Complex 14P1349
Camp Lejeune,.NC eProjects No: 1168093
SD-06 Test Reports
Topsoil composition tests (reports and recommendations).
SD-07 Certificates
Sod farm certification for sods
accordance with TPI GSS.
1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Sod Protection
Indicate type of sod in
Protect from drying out and from contamination during delivery, on -site
storage, and handling.
1.5.1.2 Fertilizer Gypsum Sulfur Iron and Lime Delivery
Deliver to the site in original, unopened containers bearing manufacturer's
chemical analysis, name, trade name, trademark, and indication of
conformance to state and federal laws. Instead of containers, fertilizer
gypsum sulphur iron and lime may be furnished in bulk with certificate
indicating the above information.
1.5.2 Storage
1.5.2.1 Sod Storage
Lightly sprinkle with water, cover with moist burlap, straw, or other
approved covering; and protect from exposure to wind and direct sunlight
until planted. Provide covering that will allow air to circulate so that
internal heat will not develop. Do not store sod longer than 24 hours. Do
not store directly on concrete or bituminous surfaces.
1.5.2.2 Topsoil
Prior to stockpiling topsoil, treat growing vegetation with application of
appropriate specified non -selective herbicide. Clear and grub existing
vegetation three to four weeks prior to stockpiling topsoil.
1.5.2.3 Handling
Do not drop or dump materials from vehicles.
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Restrictions
Do not plant when the ground is frozen, snow covered, muddy, or when air
temperature exceeds 90 degrees Fahrenheit.
1.7 TIME LIMITATIONS
1.7.1 Sod
Place sod a maximum of thirty six hours after initial harvesting, in
accordance with TPI GSS as modified herein.
SECTION 32 92 23 Page 2

P1349 Special Operations Training Complex
Camp Lejeune, NC
PART 2 PRODUCTS
2.1.1 Classification
14P1349
eProjects No: 1168093
Nursery grown, certified as classified in the TPI GSS. Machine cut sod at
a uniform thickness of 3/4 inch within a tolerance of 1/4 inch, excluding
top growth and thatch. Each individual sod piece shall be strong enough to
support its own weight when lifted by the ends. Broken pads, irregularly
shaped pieces, and torn or uneven ends will be rejected.Wood pegs and wire
staples for anchorage shall be as recommended by sod supplier.
2.1.2 Purity
Sod species shall be genetically pure, free of weeds, pests, and disease.
2.1.3 Planting Dates
Lay sod from 1 May to for warm season spring planting.
2.1.4 Composition
2.1.4.1 Proportion
Proportion grass species as follows.
Botanical Name
Common Name
Percent
Eremochloa
ophuroides
Centipede
Grass
100
2.2 TOPSOIL
2.2.1 On -Site Topsoil
Surface soil stripped and stockpiled on site and modified as necessary to
meet the requirements specified for topsoil in paragraph entitled
"Composition." When available topsoil shall be existing surface soil
stripped and stockpiled on -site in accordance with Section 31 23 00.00 20
EXCAVATION AND FILL.
2.2.2 Off -Site Topsoil
Conform to requirements specified in paragraph entitled "Composition."
Additional topsoil shall be furnished by the Contractor .
2.2.3 Composition
Containing from 5 to 10 percent organic matter as determined by the topsoil
composition tests of the Organic Carbon, 6A, Chemical Analysis Method
described in DOA SSIR 42. Maximum particle size, 3/4 inch, with maximum 3
percent retained on 1/4 inch screen. The pH shall be tested in accordance
with ASTM D4972. Topsoil shall be free of sticks, stones, roots, and other
debris and objectionable materials. Other components shall conform to the
SECTION 32 92 23 Page 3

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
following limits:
silt
25-50 percent
Clay
10-30 percent
Sand
20-35 percent
PH
5.5 to 7.0
Soluble Salts
60o ppm maximum
2.3 SOIL CONDITIONERS
Add conditioners to topsoil as required to bring into compliance with
"composition" standard for. topsoil as specified herein.
2.3.1 Lime
Commercial grade burnt limestone containing a calcium carbonate equivalent
(C.C.E.) as specified in ASTM C602 of not less than 140 percent.
2.3.2 Aluminum Sulfate
Commercial grade.
2.3.3 Sulfur
100 percent elemental
2.3.4 Iron
100 percent elemental
2.3.5 Peat
Natural product of peat moss derived from a freshwater site and conforming
to ASTM D4427 . Shred and granulate peat to pass a 1/2 inch mesh screen
and condition in storage pile for minimum 6 months after excavation.
2.3.6 Sand
Clean and free of materials harmful to plants.
2.3.7 Perlite
Horticultural grade.
2.3.8 Composted Derivatives
Ground bark, nitrolized sawdust, humus or other green wood waste material
free of stones, sticks, and soil stabilized with nitrogen and having the
following properties:
2.3.8.1 Particle Size
Minimum percent by weight passing:
SECTTON 32 92 23 Page 4

P1349 Special Operations Training Complex
Camp Lejeune, NC
No. 4 mesh screen 95
No. 8 mesh screen 80
2.3.8.2 Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust 0.7
Fir or Pine Bark 1.0
2.3.9 Gypsum
14P1349
eProjects No: 1168093
Coarsely ground gypsum comprised of calcium sulfate dihydrate 91 percent,
calcium 22 percent, sulfur 17 percent; minimum 96 percent passing through
20 mesh screen, 100 percent passing thru 16 mesh screen.
2.3.10 Calcined Clay
Calcined clay shall be granular particles produced from montmorillonite
clay calcined to a minimum temperature of 1200 degrees F. Gradation: A
minimum 90 percent shall pass a No. 8 sieve; a minimum 99 percent shall be
retained on a No. 60 sieve; and a maximum 2 percent shall pass a No. 100
sieve. Bulk density: A maximum 40 pounds per cubic foot.
2.4 FERTILIZER
2.4.1 Granular Fertilizer
Organic, granular controlled release fertilizer containing the following
minimum percentages, by weight, of plant food nutrients:
20 percent available nitrogen
27 percent available phosphorus
5 percent available potassium
2.5 WATER
Source of water shall be approved by Contracting Officer and of suitable
quality for irrigation containing no element toxic to plant life.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 Extent Of Work
Provide soil preparation (including soil conditioners), fertilizing, and
sodding of all newly graded finished earth surfaces, unless indicated
otherwise, and at all areas inside or outside the limits of construction
that are disturbed by the Contractor's operations.
3.1.2 Soil Preparation
Provide 4 inches of off -site topsoilon-site topsoil to meet indicated
finish grade. After areas have been brought to indicated finish grade,
incorporate fertilizer pH adjusters soil conditioners into soil a minimum
depth of 4 inches by disking, harrowing, tilling or other method approved
SECTION 22 92 23 Page 5

P1349 Special Operations Training Complex
Camp Lejeune, NC
14PI349
eProjects No: 1168093
by the Contracting Officer. Remove debris and stones larger than 3/4 inch
in any dimension remaining on the surface after finish grading. Correct
irregularities in finish surfaces to eliminate depressions. Protect
finished topsoil areas from damage by vehicular or pedestrian traffic.
3.1.2.1 Soil Conditioner Application Rates
Apply soil conditioners at rates as determined by laboratory soil analysis
of the soils at the job site.
3.2 SODDING
3.2.1 Finished Grade and Topsoil
Prior to the commencement of the sodding operation, the Contractor shall
verify that finished grades are as indicated on drawings; the placing of
topsoil, smooth grading, and compaction requirements have been completed in
accordance with Section 31 23 00.00 20 EXCAVATION AND FILL.
The prepared surface shall be a maximum 1 inch below the adjoining grade of
any surfaced area. New surfaces shall be blended to existing areas. The
prepared surface shall be completed with a light raking to remove from the
surface debris and stones over a minimum 5/8 inch in any dimension.
3.2.2 Placing
Place sod a maximum of 36 hours after initial harvesting, in accordance
with TPI GSS as modified herein.
3.2.3 Sodding Slopes and Ditches
For slopes 2:I and greater, lay sod with long edge perpendicular to the
contour. For V-ditches and flat bottomed ditches, lay sod with long edge
perpendicular to flow of water. Anchor each piece of sod with wood pegs or
wire staples maximum 2 feet on center. On slope areas, start sodding at
bottom of the slope.
3.2.4 Finishing
After completing sodding, blend edges of sodded area smoothly into
surrounding area. Air pockets shall be eliminated and a true and even
surface shall be provided. Frayed edges shall be trimmed and holes and
missing corners shall be patched with sod.
3.2.5 Rolling
Immediately after sodding, firm entire area except for slopes in excess of
3 to 1 with a roller not exceeding 90 pounds for each foot of roller width.
3.2.6 Watering
Start watering areas sodded as required by daily temperature and wind
conditions. Apply water at a rate sufficient to ensure thorough wetting of
soil to minimum depth of 6 inches. Run-off, puddling, and wilting shall be
prevented. Unless otherwise directed, watering trucks shall not be driven
over turf areas. watering of other adjacent areas or plant material shall
be prevented.
SECTION 32 92 23 Page 6

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
3.3 PROTECTION OF TURF AREAS
Immediately after turfing, protect area against traffic and other use.
3.4 RESTORATION
Restore to original condition existing turf areas which have been damaged
during turf installation operations. Keep clean at all times at least one
paved pedestrian access route and one paved vehicular access route to each
building. Clean other paving when work in adjacent areas is complete.
-- End of Section --
SECTION 32 92 23 Page 7

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
SECTION 33 40 00
STORM DRAINAGE UTILITIES
02/10
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M 198 (2010) Standard Specification for Joints
for Concrete Pipe, Manholes, and Precast
Box Sections Using Preformed Flexible
Joint Sealants
AMERICAN CONCRETE PIPE ASSOCIATION (ACPA)
ACPA 01-102 (2000) Concrete Pipe Handbook
ACPA 01-103 (2000) Concrete Pipe Installation Manual
ASTM INTERNATIONAL (ASTM)
ASTM A929/A929M (2001; R 2007) Standard Specification for
Steel Sheet, Metallic -Coated by the
Hot -Dip Process for Corrugated Steel Pipe
ASTM C231/C231M (2010) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C478 (2013) Standard Specification for Precast
Reinforced Concrete Manhole Sections
ASTM C76 (2011) Standard Specification for
Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe
ASTM C923 (2008) Standard Specification for
Resilient Connectors Between Reinforced
Concrete Manhole Structures, Pipes and
Laterals
ASTM C990 (2009) Standard Specification for Joints
for Concrete Pipe, Manholes and Precast
Box Sections Using Preformed Flexible
Joint Sealants
ASTM D1751 (2004; R 2008) Standard Specification for
Preformed Expansion Joint Filler for
Concrete Paving and Structural
Construction (Nonextruding and Resilient
SECTION 33 40 00 Page 1

P1349 Special Operations Training Complex
Camp Lejeune, NC
Bituminous Types)
14P1349
eProjects No: 1166093
ASTM D1752 (2004a; R 2008) Standard Specification for
Preformed Sponge Rubber Cork and Recycled
PVC Expansion
ASTM D1784 (2011) Standard Specification for Rigid
Poly(Vinyl Chloride) (PVC) Compounds and
Chlorinated Poly(Vinyl Chloride) (CPVC)
Compounds
ASTM D2321 (2011) Standard Practice for Underground
Installation of Thermoplastic Pipe for
Sewers and Other Gravity -Plow Applications
ASTM D3034 (2008) Standard Specification for Type PSM
Poly(Vinyl Chloride) (PVC) Sewer Pipe and
Fittings
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FS A-A-60005 (Basic) Frames.Covers, Gratings, Steps,
Sump and Catch Basin, Manhole
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Placing Pipe
Printed copies of the manufacturer'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. 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.
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.
SECTION 33 40 00 Page 2

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
PART 2 PRODUCTS
2.1 PIPE FOR CULVERTS AND STORM DRAINS
Pipe for culverts and 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 C76, Class V, unless
indicated otherwise.
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.
2.1.2 PVC Pipe
Submit the pipe manufacturer's resin certification, indicating the cell
classification of PVC used to manufacture the pipe, prior to installation
of the pipe.
2.1.2.1 Type PSM PVC Pipe
ASTM D3034, Type PSM, maximum SDR 35, produced from PVC certified by the
compounder as meeting the requirements of ASTM D1784, minimum cell class
12454-B.
2.2 DRAINAGE STRUCTURES
2.2.1 Flared End Sections
Sections shall be of a standard design fabricated from zinc coated steel
sheets meeting requirements of ASTM A929/A929M.
2.3 MISCELLANEOUS MATERIALS
2.3.1 Concrete
Unless otherwise specified, concrete and reinforced concrete shall conform
to the requirements for concrete under Section 32 13 13.06 PORTLAND CEMENT
CONCRETE PAVEMENT FOR SITE FACILITIES. 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 C231/C231M. 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 D1751, or ASTM D1752, or shall be resin -impregnated fiberboard
conforming to the physical requirements of ASTM D1752.
SECTION 33 40 00 Page 3

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
2.3.2 Precast Reinforced Concrete Drainage Structures
Conform to ASTM C478. Joints between precast concrete risers and tops
shall be rubber -type gaskets meeting the requirements of ASTM C990 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.
2.3.4 Joints
2.3.4.1 PVC Plastic Pipes
Joints shall be solvent cement or elastomeric gasket type in accordance
with the specification for the pipe and as recommended by the pipe
manufacturer.
2.4 RESILIENT CONNECTORS
Flexible, watertight connectors used for connecting pipe to manholes and
inlets shall conform to ASTM C923.
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.
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 Trench_ng
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
SECTION 33 40 00 Page 4

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
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 he 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.
3.2.2 Plastic Pipe
Bedding for PVC pipe shall meet the requirements of ASTM D2321. Bedding,
haunching, and initial backfill shall be either Class IB or II material.
3.3 PLACING PIPE
Submit printed copies of the manufacturer's recommendations for
installation procedures of the material being placed, prior to installation.
Each pipe shall be thoroughly examined before being laid; defective or
damaged pipe shall not be used. Plastic pipe shall be protected from
exposure to direct sunlight prior to laying, if necessary to maintain
adequate pipe stiffness and meet installation deflection requirements.
Pipelines shall be laid to the grades and alignment indicated. Proper
facilities shall be provided for lowering sections of pipe into trenches.
Pipe shall not be laid in water, and pipe shall not be laid when trench
conditions or weather are unsuitable for such work. Diversion of drainage
or dewatering of trenches during construction shall be provided as
necessary. Deflection of installed flexible pipe shall not exceed the
following limits:
Plastic (PVC)
MAXIMUM ALLOWABLE
TYPE OF PIPE DEFLECTION M
5
Note post installation requirements of paragraph 'Deflection Testing' in
PART 3 of this specification for all pipe products including deflection
testing requirements for flexible pipe.
3.3.1 Concrete and PVC 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.
SECTION 33 40 00 Page 5

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
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
2.5.1 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 BACKFTLLING
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.
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
SECTION 33 40 00 Page 6

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
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 CC Page 7

ff7bWDS LOIG4TION
AS PROWOED 8r
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92 A=2,100.12
1 = 1,152.97
QA 0 extends beyond limits
shown here. See Existing
SWIM Permit No. SW8
080313 for fall area.
Drainage Area 6
A = 304,904 SF
I = 142,320 SF
Drainage Area 9
A = 1311167 SF
I = 79,902 SF
Drainage Area 10
A = 134,458 SF
I = 111, 453 SF
- 39,538.76
It 8 « 6,
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JAN 17 7014
BY: SGu?O ?0 31400
APPROVED
NORTH CAROLINA ENVIRONMENTAL,
MANAGEMENT COMMISSION
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GRAPHIC SCALE
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SAND FILTER DESIGN ' User Input required
FILENAME: G:�wgksharedlStormwaterlpermits $ projects120081080313 HD12014 01 excel -SF 080313
Initial Run Date:
28-1an-14
Reviewer:
L. Lewis
Last modified:
25-Feb-14
Project Number SVV8
080313
PROJECT NAME:
P-1349 Special
Ops Training Facility /
P-1184 Dining Facility / P-1286 Rifle
Range BEQ
DA-9
DA-10
Sand Filter 4
1
2
3
4
5
6
Receving Stream
Stones Creek Stones Creek
Classification
SA
$A
Index Number
19303
19303
Within 1/2 mile SA?
YES_
_YES -
i
_
Must enter YES or NO
Onsite DA
131167
134458
sf
Offsite DA
sf
Total DA
0
0
131167
134458
0
0
sf
Total DA acres
0.00
0.00
3.01
3.09
0.00
0.00
ac.
c
Buildings
sf
0.98
Parking/Street
78577
111453
sf
0.95
Concrete
1325
sf
0.9
Other
sf
?
Offsite
sf
?
Total BUA
0
0
79902
111453
0
0
sf
Runoff Cc (post)
#DIVIO!
#DIV10!
0.68
0.83
#DIV10!
#DIVIO!
Runoff Cc (pre)
0.15
0.15
0.15
0.15
0.15
0.15
default
value for woods -chant
REQUIRED VOLUME CALCULATIONS
% Impervious
#DIV10!
#DIVIO!
60.92%
82.89%
#DIVIO!
#DIVIO!
%
Rv factor, pre
0.05
0.05
0.05
0.05
0.05
0.05
o etwz0e if n«enwy to
Rv factor, post
#0IV10!
#DIV/O!
0,598
0.796
#DIVIO!
#DIV/O!
Design Storm
3.670
3.670
in
`y,h&gothe,than 1.5"
1.5" volume
#DIV10!
#DIV/O!
9809
13379
#DIV/0!
#DIVIO!
of
1 yr24 hr precip depth
3.67
3.67
in
lFrom NOM chart
1 yr 24 hr pre vol
0
0
2006
2056
0
0
of
1 yr 24 hr post vol
#DIVIO!
#DIV/O!
23999
32734
#DIV/O!
#DIVIO!
cf
Post - Pre
#DIV/O!
#DIV10!
21993
30677
#DIVIO!
#DIVIO!
cf
Total WQV
#DIVIO!
#DIVIO!
21993
30677
#DIVIO!'
#DIV/O!
of
Adjusted WQV
#DIV101
#DIV10!
16495
23008
#DIV101
#DIV10!
of
REQUIRED SURFACE AREAS
Designer's hmax
2.50
2.50
ft
from bypass weir to top
Min. As #DIV101. #DIVIO!
1452
2025
#DIV1O! #DIV101 sf
;Area efsed. chamber
Depth of Sand Bed
1.5
2.5
ft
IMin of 1.5 feet
Min.Af #DIVIO! #DIVIO!
2065
3520
#DIV/O! #DIV10! sf
IAreaofsandchamber
SURFACE AREAS & VOLUME PROVIDED CALCULATIONS
As provided 1618 2323
Af provided 7407 9532
As+Af Provided = 0 0 9025 11855
SF#3 SF#4
0
0
sf
sf
sf use to determine if }imr
Sed. Ch. Drain?
NO I
NO
I
JY or N
Weir elevation
35
35
fmsl
Bypass/Spillway
35
35
fmsl
SA at bypass (fil)
10170
12722
SA at bypass (sed)
2939
4416
SA top of stone (fil)
7628
9786
Top of Sand Elev.
32.5
32.5
Top of stone elev
32.75
32.75
Hmax provided
#DIVIO!
#DIVIO!
2.50
2.50
#DIV10!
#DIV10!
Hmax Met?
#DIVIO!
#DIVIO!
YES
YES
#DIV10!
#DIVIO!
Bottom of Sed. Ch.
32.5
32.5
Vol. in stone layer
905
1162
at 40% voids
Volume in fitter
19562
24747
Volume in Sed. Ch.
5615
8285
Volume provided
0
0
26082
34194
0
0
of JMayncWtotweaktoact
Min. Vol. Prov?
#DIV101
#DIV101
YES
YES
#DIV101
#DIV101

1
DA9 DA10
1yr24hr intensity in/hr from NOAA chart
lyr24 hr pre -peak flow
0
0
0
0
0
0
Cfs Q=CiA
Factor of Safety
2
2
2-10 based on DA stability
Media Flow rate, Q**
0
0
1.60
1.54
0
0
CfS ** Q=kiA
Mannings n
0.011
0.011
0.011
0.011
0.011
0.011
Sf .011 recommcndcd for:
Underdrain slope
0.005
0.005
0.005
0.005
0.005
0.005
ftlft 0.5%maximum
Req. LID Diameter, D
0.00
0.00
9.50
9.37
0.00
0.00
in to achieve 40 hr drawdc
UD Diameter prov.
6
6
in
# eq. 6" pipes
4
4
isee Table 5-1 in 6MP Manu
# of UD's proposed 10 10
<40 hr drawdown? YES YES YES YES YES YES
** Q is calculated from the 3.5 feet/day media hydraulic conductivity multiplied by the filter area, converting days to
seconds and applying a factor of safety of 10.
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, i.e.,
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.
* This design provides a 3" deep stone layer on top of the sand filter.

INFILTRATION BASIN ANALYSIS
FILENAME: g:lwglsharedlstormwaterlpermits & projectsMOM080313 HD12014 01 excel_IB 080313
PROJECT NUMBER: SW8 080313
First Run Date;
3/27/2008
PROJECT NAME: Camp Lejeune Dining Fac
& BEQ Riflo
Range
Last Modified;
25-Feb-14
REVIEWER; L. Lewis
Basin 1,
Basin 2
Basin 3
Basin 5
Basin 6
Basin 7
P-1164
P-1286
P-1184
P-1286
P-1286
P-1286
Receiving Stream Stones Creek
Stones Creek
Stones Creek
Stones Creek
Stones Creek
Stones Creek
Stones Creek
River Basin WOK02
WOK02
WOK02
WOK02
WOK02
WOK02
WOK02
Index Number 19-30-3
19-30.3
19-30-3
19-30-3
19-30-3
19-30-3
19-30-3
Classification SA; HOW
SA; HOW
SA; HOW
SA; HOW
S. HOW
SA; HOW
SA HOW
IMPERVIOUS AREA CALCULATION
Onsite DA, sf 149975
50530
140526
33812
303837
287276
Ofis!te DA, sf 0
0
0
0
1067
0
0
Drainage Area, sg ft = 149975
50530
140526
33812
304904
287276
0 sf
Drainage Area, ac = 3.44
1.16
3.23
0.78
7.00
6.59
0.00 no
Buildings 25961
860
_ _
280
_7575_
4480
31670
1992
1.00
�� 0.98
Streets _
11056
_ _
1338 _
54149
13477�
-F7349
Parking 54619_
21715
_ _
12226.
0.98
- . 0.95
_
�Sidowalk ��_ _ V 8545 -
1130
14229
Other
0.95
[Future _ _ _._
�-
7 0.98
3160
-��-
- -- -
- -- -
Otfsite
40923
1067
23552
0.98
10.95
Existing__ 10425
149193
TOTAL 99550
0 sf
23705
53429
16553
142320
165414
0.544
1.227
0.380
3.267
3.797
2.285
0.000 no
% Impervious, I, sq ft= 66.38%
46.91 %
38.02%
48.96%
46,68%
57.58%
#DIVI01
Cc= 0.65
0.57
0.21
0,36
0.45
0,14
#DIVIO!
VOLUME CALCULATION
Design Storm =
3.6
Rv, pre (0%)=
0.05
Rv, post=
0.65
SHWT Elov.=
45.33
Infiltration Rate, Inlhr =
6.54
Bottom Elevation=
47.5
Bottom Surface Area =
10552
Storage Elevation =
49,73
Storage SA =
13655
Pre -development volume
2249.6
Post -development volume
29128,1
Design Volume =
F 26879
Total Volume Provided=
26991
as acre -in
7.44
Is the Vol Provided?
OK
Storage met at elevation=
49.72
Bypass Weir Elev.
49.73
Time to Draw Down =
4.67
STORM
3.58
0.05
0.47
45.87
7.70
47.87
3941
49.17
6011
753.7
7118.5
<_K*4�111111111111111
6469
1.78
OK
49,15
49.17
2.52
R
3.6
3.58
0.05
0.05
0.39
0.49
43.50
48.13
0.73
5.00
45.5
50A 3
6233
2946
47,51
51.4
8187
4362
2107.9
504A
16533.7
4948.8
14426
4444.
14492
4641
3.99
1.28
OK
OK
47.50
51.35
47.51
51.40
38.05
3.62
3.6
0.05
0.47
44.50
10,30
46.5
17671
48.6
21286
4573.6
43000.0
WDE.K:)i
10:YE:.�:10 MIN,Hi;:I:�iNTEN5! s=;,EvENT Intensit'i[ = 7 inlhr
� c c
VOIilr+to- 94ii1:.18 I�!_753:57 I�7k2�.:?3�I`1:! 65:75���
COMMENTS
Volume and drawdown are (not) within Design Requirements
40905
11.27
OK
48.47
48.60
2.53
3.6
0.05
0.57
43.5
10.30
45.5
17283
47.79
21788
4309.1
48970.9
44662
44738
12.32
OK
47.79
47.79
3,01
in
0.05
#DIVI01
fmsl
inlhr
fmsl
sf
fmsl
sf
0.0 1 yr 2
#DIVIO! I yr2
#DIV101 of
0 lcf
0.00 ac-in
#DIVIO!
#DIVIO! fmsl
fmsl
#DIVI01 hrs

Sr ,,
7 T
er e
u�i.�F.�•w_•f r.__P��. aNatr:y-sia,-i��'.�����*-Y 24r'•�s
r�J g''�� e'kP`?�Y.SwYxi1Vlk
i'+,° • .' , 3' ..`�„ ��o'� �i�; s� �� ate
.��yty�`,'•��]yy,'{3��, ;,-W,�{!s f".ems `r?"-d,:�-`,°'�y��
mow; r Y L •cam— �i
Is �,,¢r�t�, F • kcv � �,.� ��t
4
LC
-If,ts V6rY. -'qr� Rt•�.ft�
REPORT OF
GEOTECHNICAL
EXPLORATION
P-1349 Special operations
Training Complex
Stone Bay, Marine Corps Base
Camp Lejeune, North Carolina
GER Project No. 110-6171
prepared for
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
Norfolk, Virginia
ECEIV July 30, 2013
JAN 17 2014
BY:
Environmental • Groundwater a Hazardous Materials - Geotechnical • Industrial Hygiene
2712 SOU[h[:RN BWEVARd, SUIT[ 101
ViRrfrrin B[ACh, VikgiNin 23452
757-463-3200 Fax [phone] uu-w•r,1:R0NhN(_.00M

July 30, 2013
Emironmental • Groundwater • Hazardous Materials • Geotechnical • Industrial Hygiene
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
2207 Hampton Boulevard
Norfolk, Virginia 23517
Attention: Ms. Anna Lee Bamforth, P.E., L.S.
Subject: Report of Geotechnical Exploration
P-1349 Special Operations Training Complex
Stone Bay, Marine Corps Base, Camp Lejeune, North Carolina
A/E Contract No. N40085-10-D-5304, CTO 0033
CAB File No. 12.037
GER Project No. 110-6171
GeoEnvironmental Resources, Inc. is pleased to present this report of geotechnical exploration for the
above referenced project. Our services were performed in accordance with our revised proposal
P12-110-5529C dated April 17, 2013 and authorized by Ms. Anna Lee Bamforth on June 7, 2013.
We appreciate the opportunity to serve as your geotechnical consultant on this project and trust that you
will contact us at your convenience with any questions concerning this report or the project in general.
Sincerely,
GeoEnvironmental Resources, Inc.
C�/W' #
Charles F. P. Cri
Assistant Vice Pi
L
-:! �; -, � aE L Scott A. Barnhill, P.E.
Executive Vice President
SOUIhERN PROILSSiO;NAi CENIER i 2112 Soulh[RN B01,1111VARd, SOTC 101 VIRGINIA BEAL;II, VIRCIINIA 23452
ld [phone] FAX [phone] www.GER0NliNF.can1

•
•
•
• EXECUTIVE SUMMARY
S The subsurface conditions were explored by 48 standard penetration test (SPT) soil borings to depths of
1® 10 to 60 feet below existing grade, 1 hand auger soil boring to a depth of S feet below existing grade,
and 1 cone penetration test (CPT) sounding to refusal at a depth of about 59 feet below existing grade.
Supplemental field testing and sampling included down hole shear wave velocity measurements at the
• CPT sounding location, performing 19 constant head permeability tests at proposed stormwater
• management locations, collection of 1 undisturbed sample for laboratory consolidation testing, and
collecting 8 bulk samples from proposed pavement areas for laboratory CBR testing. Geotechnical
® laboratory tests were conducted on selected soil samples. Exploration during a prior study included 11
® hand auger soil borings and 7 field permeability tests.
® The subsurface conditions encountered in the soil borings and sounding were composed of 4 general
stratigraphic layers. These layers included uncontrolled fill at some locations (Stratum A), very loose to
dense, relatively clean to clayey sand (Stratum 1), very soft to stiff, low and high plasticity clay (Stratum
2), and very loose to very dense, silty sand with shell (Stratum 3).
• The groundwater table was encountered at variable depths across the project site during the exploration.
Groundwater depths ranged from about 7 to 11 feet below the ground surface at the proposed training
building site. Elsewhere, the groundwater table was encountered at depths of about 6 inches to more
• than 10 feet below the ground surface. A perched water table was encountered at a number of testing
locations. Seasonal high water table levels are estimated to occur at depths within the upper 5 feet in the
majority of the new parking and stormwater management areas.
•
• Based on the subsurface data collected and structural reactions provided, a deep foundation system
using driven prestressed concrete piles is recommended for supporting the proposed training building
• frame. Piles should bear in Stratum 3 at tip elevations in the range of -5 to -20 feet. Allowable
compressive capacities were calculated as 35 to 60 tons for 12-inch square pile sections at this depth
range.
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
e
Shallow foundations may be used for supporting the decontamination, head and guard house buildings.
The design soil bearing pressure is 2,000 psf for footings bearing on competent native soil and approved
structural fill.
Ground supported concrete floor slabs may be used for the proposed buildings foliowing the
recommended site improvements. The potential need for an underslab volatile vapor mitigation system is
being investigated and will be addressed under separate cover.
Site Class D for seismic design was determined for the site based on the results of this exploration.
Proposed grade increases at the training building site are expected to result in tolerable post -construction
settlements with minimal impacts to the building foundation piles.
The site retaining wall may be designed for a shallow foundation using an allowable bearing pressure of
1,500 psf. Differential settlement on the order of 11/2 inches was calculated between the maximum fill
area and ends of the wall. Fill constructed for the proposed concrete surfaced access road is expected to
settle similar magnitudes. A staged construction sequence for the access road and retaining wall may be
considered to reduce post construction settlements.
The timber pedestrian bridges should be supported using timber posts or round piles driven to 8 feet or
more below existing grade. Allowable compressive pile capacities of 5 to 8 kips were calculated.
A design CBR value of 5 and subgrade modulus k-value of 150 pci are recommended for the new
roadway pavements supported by the upper native soils in a compact and stable condition. Preliminary
bituminous and rigid concrete pavement sections are provided.
GER

EXECUTIVE SUMMARY
A design CBR value of 2 is recommended for the shooters parking lot. Geogrid reinforcement beneath the
bituminous pavement section is recommended for this parking lot due to weak and variable subgrade.
The upper site soils were measured to have in -situ infiltration rates ranging from about 0.6 to 7 inches
per hour. The use of permeable pavement for the west parking lot appears to be feasible if final grades
are increased above existing elevations to achieve separation from the seasonally high water table. Use
of bioretention basins will be feasible if used along with underdrain systems.
Removal of a typical 6-inch veneer of topsoil like material is expected to be necessary in the majority of
the improvement areas. Additional excavation and replacement with structural fill may be required in
areas that are wooded and that contain existing structures. Selective undercutting and replacement of
soft and organic surface soils beneath footings, slabs and pavements should be anticipated on the
project.
Most of the existing upper site soils are expected to be suitable for reuse as structural fill and backfill on
the project based on the field and laboratory test results.
GEIR

TABLE OF CONTENTS
PAGE
EXECUTIVE SUMMARY ...............................................
i
PURPOSE OF EXPLORATION ...................... I ............ ......
1
PROJECT INFORMATION .............................................
1
SITE DESCRIPTION .................................................
1
HISTORICAL IMAGE REVIEW .........................................
2
SITE GEOLOGY .....................................................
2
EXPLORATION PROGRAM ............................................
3
EXPLORATION RESULTS .............................................
5
Soil Stratigraphy .................................................
5
Groundwater...................................................
7
Surface Materials ................................................
8
SUBSURFACE EVALUATION ..........................................
8
RECOMMENDATIONS................................................
10
Deep Foundations ................................................
10
Shallow Foundations .............................................
11
Ground Floor Slabs ...............................................
12
Seismic Parameters ..............................................
12
Site and Subgrade Preparation .....................................
12
Pavements......................................................
13
Fill and Backfill..................................................
14
Stormwater Management .........................................
14
Retaining Walls ..................................................
15
LIMITATIONS ........... I'll ............. I.........................
15
APPENDICES
APPENDIX A -
Drawings ,
APPENDIX B -
Field Test Data
APPENDIX C -
Laboratory Test Data
APPENDIX D -
Calculations
APPENDIX E -
Procedures and Interpretation Methods
GER

P-1349 Special Operations Training Complex, stone Bay
aeR Project No. 110-6171
Purpose of Exploration
The purpose of this exploration was to obtain
geotechnical data from the proposed project site
and to provide recommendations associated with
the project foundations and site improvements
based on analysis of the field and laboratory data
obtained.
Project Information
The proposed project will prepare full design and
construction documents for a new training facility
at the Stone Bay installation of Marine Corps Base
(MCB) Camp Lejeune, North Carolina. A site
location plan is shown in Figure 1 and on Drawing
1 in Appendix A. The project will include a 3-story
embassy training building (48,821 SF), a single
story range head building (1,954 SF), a single story
decontamination facility (2,205 SF) and a small
guard house building. Building construction is
anticipated to include structural steel framing,
reinforced CMU wails, brick veneer, and concrete
slab -on -grade floors. Anticipated maximum
structural loads were provided as 350 kips for
columns and 5 kips/ft for walls for the training
building, and 2 kips/ft for walls for the one story
buildings. Finished floor elevations for the buildings
were provided as 32.50 feet for the training
building, 31.70 feet for the range head building,
and 28.80 feet for the decontamination facility.
Several existing buildings currently exist at the
proposed building locations and will require
demolition prior to new building construction.
Site improvements will include 3 parking lots
consisting of a 200 space permeable concrete
pavement POV lot to the west of the training
building, a 52 space permeable concrete pavement
POV lot to the south of the training building, and a
552 space bituminous surfaced "shooters" POV
parking lot further west of the main complex.
Other site improvements include bituminous
surfaced realigned roadways, a rigid concrete
pavement access road around the training building,
a 180 LF concrete retaining wall east of the access
road, 2 timber pedestrian bridges, security fencing,
walks, utilities, wet and dry stormwater detention
basins, and several bioretention stormwater
basins.
A separate concurrent study is being conducted to
evaluate the subsurface soil and groundwater for
July 30, 2013
Page 1
Figure 1. Site Location Map
the potential need of including underslab volatile
vapor mitigation systems for the proposed
buildings.
Site Description
The project site includes two general locations
within the Stone Bay installation. The main
complex, referred to as Site 1, is located at the
current Special Operations Training Group (SOTG)
compound near the intersection of Booker T.
Washington Boulevard and Dr. G. W. Carver Street.
This site contains a mix of undeveloped wooded
property and developed property that includes
several buildings, paved roads and parking lots,
gravel surfaced open areas and associated grass
lawns, ditches and landscaped areas. Several
fences and underground utilities are located
throughout Site 1. Existing ground topography was
variable with elevations ranging from about 18 feet
to 38 feet (NAVD88) in the planned Site 1
development areas according to the site survey
provided. Several ravines and wetland areas exist
immediately outside of the proposed Site 1
improvement area limits.
The other part of the project site (Site 2) is located
on the north side of Booker T. Washington
Boulevard and is approximately '/a mile west of
Site 1. This site was predominantly open and
contained a contractor laydown yard, open grass
and gravel surfaced space, and temporary
stormwater sediment basins. The northwest
GER

P-1349 Special Operations Training Complex, Stone Bay
GUert Project No. 110-6171
portion of Site 2 was heavily wooded with a
number of fallen trees. The ground surface
generally sloped down toward the northwest and
ground elevations range from about 25 to 55 feet.
Historical Image Review
Historical images of the site were reviewed using
Google Earth satellite imagery and USGS
topographic maps of the Snead's Ferry
Quadrangle. Aerial photographs dating back to
1993 indicate the Site 1 conditions have remained
mostly unchanged except for possible paving of
gravel roads and parking lots. Aerial photographs
of Site 2 indicate this area was wooded up until the
early 2000s time frame when it was partially
harvested for timber. Some site clearing occurred
around 2005, and the 2008 photograph shows
most of Site 2 being used for vehicle or material
storage. The 2011 photograph shows Site 2 as
being similar to current conditions except for the
absence of the large sediment basin at the north
part of the site. Figures 2A, 2B and 2C and
Drawing 2A in Appendix A show selected historical
aerial images of the sites.
The 1948 USGS topographic map shows Site 1 and
Site 2 as being undeveloped. The 1952 map shows
Site 1 with the current range buildings along G. W.
Carver Street, a building in the south parking lot
area, but not the 2 current metal buildings at the
proposed training building area. The 1971 and
1988 maps both show the 2 metal buildings and
Booker T. Washington Blvd. near its current
alignment. Both maps show Site 2 as undeveloped.
The 1997 map shows Site 1 as being similar to
current conditions and without the presence of the
building in the current south parking lot area. Site
2 remains undeveloped. The 2010 map appears to
show activity at Site 2 similar to current conditions,
except for the presence of the large sediment
basin. Drawing 2B in Appendix A shows selected
USGS map images of the site.
Site Geology
The project site lies within North Carolina's Atlantic
Coastal Plain physiographic province. The Coastal
Plain is characterized by an eastward thickening
wedge of marine, estuarine and fluvial sediments
that were deposited in a series of marine
transgressive -regressive cycles, or high and low
stands of sea level, during the Holocene to
Miocene epochs of the late Cenozoic era.
July 30, 2013
Page 2
Figure 2A. Site Conditions, March 1993
Figure 2B. Site Conditions, July2002
Figure 2C. Site Conditions, December1011
GER

P-1349 Special Operations Training Complex, Stone Bay
GeR Project No. 110-6171
According to the 1985 Geologic Map of North
Carolina, the upper geologic units at the site are
composed of unconsolidated Holocene and Upper
Pleistocene age deposits of undivided members.
Older underlying units include consolidated Tertiary
deposits of the Belgrade, River Bend and Castle
Hayne Formations, undivided, described as
fossiliferous clay and shelly sand deposits.
Metasedimentary and igneous basement bedrock is
located at more than 1000 feet below sea level.
Exploration Program
The subsurface exploration program consisted of
the following sampling and testing at the
approximate locations shown in Figures 3A-31D and
on Drawings 3A-3D in Appendix A:
❑ Conducting 11 standard penetration test (SPT)
soil borings to depths of 12 to 60 feet below the
ground surface for the proposed structures
(SB-series borings).
❑ Collecting 1 undisturbed tube sample of soft
clay soils for laboratory consolidation testing.
❑ Performing a cone penetration test sounding
(CPT-1) to refusal at a depth of about 59 feet
July 30, 2013
Page 3
below the ground surface with down -hole shear
wave velocity (Vs) measurements at nominal
5-foot depth intervals at the training building
site.
❑ Conducting 11 SPT soil borings to depths of 10
feet below the ground surface for prospective
pavement locations (PB-series borings).
❑ Performing 13 SPT and 1 hand auger soil
borings to depths of 5 to 10 feet below the
ground surface for prospective stormwater
basin locations (BMP-series borings).
❑ Conducting 13 SPT soil borings to depths of 10
feet below the ground surface for prospective
permeable pavement locations (PP -series
borings).
❑ Performing 19 in -situ constant head borehole
permeability tests at depths of about 1 to 4 feet
below existing grades at selected BMP and
PP -series boring locations.
❑ Conducting 11 hand auger soil borings to
depths of about 3 to 10 feet and performing 8
constant head in -situ permeability tests at
possible stormwater management locations
Figure 3A. Testipq Location Plan, Site 1, North Area
GEiR

P-1349 Special Operations Training Complex, Stone Bay
GER Project No. 110-6171
during a previous preliminary
study (P-series borings).
❑ Collecting 8 bulk soil samples
in the upper 3 feet at
selected PB-series boring
locations for laboratory CBR
tests.
❑ Performing geotechnical
laboratory testing for natural
moisture content, grain size,
plasticity, pH, consolidation
and CBR on selected soil
samples recovered from the
site.
The testing locations and depths
were selected by GER in
consultation with the A/E. Test
locations were established in the
Feld using a handheld GPS
receiver having an accuracy of 3
to 10 meters. Drawings showing
site information and interpreted
subsurface data are provided in
Appendix A, Field exploration
test results are provided in
Appendix B. Laboratory test
results are provided in Appendix
C. Supporting calculations are
provided in Appendix D.
Exploration procedures and
interpretation methods are
provided in Appendix E.
The test borings were advanced
by a CME 55 ATV mounted drill
rig using nominal 3-inch
diameter boreholes and both
mud rotary and hollow stem
auger drilling techniques.
Standard penetration test (SPT)
sampling was conducted in the
borings at discreet intervals in
general accordance with ASTM D
1586. An automatic hammer was
used to drive the sampler. Small
disturbed samples obtained
during the test were visually
classified in general accordance
with ASTM D2487 and selected
representative samples were
saved for laboratory testing.
July 30, 2013
Page 4
Figure 3B. Testing Location Plan, Site 1, South Area
PEOESTRW4
WIMEN PEDESTRW4
MDGE
M, W1
BUFFEI
IVLN
IWENUITTEN'
50' ryTERYn
auFFER —
CONCRFT7F
Figure 3C. Testing Location Plan, Site 1, Pedestrian Path
Figure 3D. Testing Location Plan, Site 2
GER

0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
P-1349 Special Operations Training Complex, Stone Bay
GER Project No, 110-6171
Measurements of water table depth were made in
the open boreholes at one to two days following
completion of each boring. Soil conditions allowed
reasonable measurements to be obtained without
the need for piezometers. Boreholes were
backfilled with a cement-bentonite grout mix upon
completion of the measurements.
The piezocone penetration test (CPTu) sounding
was conducted using an integrated electronic
seismic piezocone with a 15 cm' tip and a 225 cm'
friction sleeve. The cone is designed with an equal
end area friction sleeve and a tip end area ratio of
0.80. The piezocone dimensions and the operating
procedure were in accordance with ASTM D 5778.
Pore pressure filter elements made of porous
plastic were saturated under a vacuum using
silicone oil as the saturating fluid. The pore
pressure element was 6 mm thick and was located
immediately behind the tip (the U2 location).
The cone was advanced using a 20-ton track
mounted CPT rig. Tip resistance (qc), sleeve
friction (fs) and dynamic pore pressure (u) data
were recorded every five centimeters as the cone
was advanced into the ground. The reported tip
resistance (qt) was corrected for porewater effects.
Field saturated hydraulic conductivity tests were
conducted at depths of about 1 to 4 feet below
grade at selected testing locations using a constant
head borehole permeameter. The constant head
method is based on Darcy's Law, Q=kiA. The test
involves creating a ponded height of water in an
open well or borehole to
establish a bulb of field Stratum
saturated soil around the PV
base of the borehole.
Once the saturated bulb
becomes established, the
flow of water out of the
borehole and into the soil
should approach a
constant rate (steady
state flow). After the
inserting the w
permeameter into the
boreholes, measurements
of flow and time were
recorded until a relatively
steady flow rate was
July 30, 2013
Page 5
would not be achieved. The field saturated
hydraulic conductivity, Kf t, was calculated
according to the procedures of Reynolds et al.
(1993) and the US Bureau of Reclamation (1990).
Exploration Results
The subsurface conditions encountered at the
boring and sounding locations are shown on the
test boring and cone penetration test records in
Appendix B. The test boring records represent our
interpretation of the subsurface conditions based
on visual examination of field samples obtained
and laboratory classification testing on selected
samples. The CPT sounding records represent
direct measurement and interpretation of the
subsurface conditions based on published
correlations to strength, stiffness, behavior and
other index properties. The lines designating the
interface between various strata on the testing
records represent the approximate interface
location. In addition, the transition between strata
may be gradual. The material types and strata
depths shown on the testing records are not
necessarily representative of all materials that will
be encountered during construction. Water levels
shown on the testing records only represent the
conditions present at the time frame of the
exploration. Elevations shown on the testing
records shall be considered approximate.
Soil Stratigraphx
The interpreted subsurface profile generated from
the testing locations is composed of 1 manmade
A saa cv.t
S&2
observed or until It was
obvious that a steady _ state flow or desired rate Figure 4A. Estimated Subsurface Profile, Site 1, Main Complex Area
GER

P-1349 Special Operations Training Complex, Stone Bay
GEA Project No. 110-6171
and
3 native
stratigraphic layers.
Figures
4A-4D and
Drawings
4A-4D in
Appendix
A show
estimated
subsurface
profiles
based on
selected test boring and
sounding
locations.
Variations
between the
estimated
profiles and
actual
subsurface
conditions
should be
expected.
STRATUM A is
composed of
uncontrolled fill and
possible fill that
predominantly consisted
of silty sand with traces
of gravel/stone, asphalt,
wood, clay and organic
material. The fill was
present mainly along the
sides of the existing
roads and at the
shooters parking lot
area. It extended to
depths ranging from
about'/z to 9 feet below
the ground surface
where encountered.
Strength and density
parameters for this layer
are expected to be
variable.
0
W
W
so
euvo-
w-lo
July 30, 2013
Page 6
Figure 4B. Estimated Subsurface Profile, Site 1, North
Sl-t— A, FRI7 BMRII—P... m—t sm
�
YI
%
1 1
syi►�
1
n
a�
_
I
G��
Figure 4C. Estimated Subsurface Profile, Site 1, South
STRATUM 1 is
composed of very loose
to dense, predominantly fine gradation, relatively
clean, slightly silty, silty and clayey SAND (SP,
SP-SM, SM, SC) with occasional lenses of clay. It
was encountered below surface materials or
Stratum A and extended to variable depths of
about 3 to 15 feet below the ground surface. Many
of the 10 foot deep borings terminated in this
layer. Stratum 1 was not present at testing location
SB-9. SPT resistances in Stratum 1 ranged from 1
to 33 blows per foot (bpf) and averaged about 8
bpf. CPT tip resistance ranged from about 12 to
200 tsf and averaged about 58 tsf. Effective stress
friction angle for Stratum 1 is estimated to range
from about 280 to 40" and average roughly 330.
STRATUM 2 is composed of very soft to stiff, low
and high plasticity, sandy and silty CLAY (CL, CH)
with occasional sand lenses. It was encountered
from below Stratum 1 and surface materials and
extended to the termination depths of the
remaining 10 foot deep borings and to depths of
about 22 to 33 feet below the ground surface in
the deep borings and sounding. SPT resistances in
Stratum 2 ranged from 0 to 12 bpf and averaged
about 4 bpf. CPT tip resistance ranged from about
5 to 14 tsf and averaged about 7 tsf. Undrained
shear strength in this layer was indicated at about
0.2 to i tsf with an average of about 0.4 tsf.
Penetration resistance and shear strength of
GER

P-1344 Special Operations Training Complex, Stone Bay July 30, 2013
aER Project No. 110-6171 Page 7
Stratum 2 was notably 56
lower below the `�"
n �
groundwater table. , 7„ Srr�rlln n
STRATUM 3 was
encountered below
Stratum 2 in most of the
deep borings and CPT
-
m
sounding and extended
Z
to the termination
depths at these
locations. it was
indicated as very loose
to very dense, silty
SAND (SM) with trace to
abundant shell
l ..
011 I Stratum 1
To soil
P
91P-17
Stratum C
6
—
_7
Stratum t
Ij
70
6 1 Y
\
3
25
11
fragments and
occasionally partly 20
cemented. Stratum 3 is Figure 4
believed to be the
tertiary era River Bend,
Belgrade and/or Castle Hayne Formations. SPT
resistances in Stratum 3 ranged from 1 to over 100
bpf and averaged about 23 bpf. CPT tip resistance
ranged from about 30 to 650 tsf and averaged
about 200 tsf in this stratum. Effective stress
friction angle for Stratum 3 is estimated to range
from about 35" to 45" and average about 380.
I Estimated Subsurface Profile, 51te 2
Figure 5 and Drawing 5 in Appendix A show a plot
of the uncorrected SPT resistances with depth for
the soil borings. Figure 6 and Drawing 6 in
Appendix A show a profile plot of penetration
resistance and estimated soil parameters from the
CPT sounding results.
Groundwater
The groundwater table was encountered at
variable depths across the project site during the
exploration. Groundwater depths ranged from
about 7 to 11 feet below the ground surface at the
proposed training building site. Elsewhere, the
groundwater table was encountered at depths of
about 6 inches to more than 10 feet below the
ground surface. A perched water table was
encountered at a number of testing locations,
predominantly in the BMP-series and PP -series
borings, where there is a tendency for precipitation
to become perched above clay soils and occasional
layers of hardpan material.
Seasonal high water table (SHWT) levels are
estimated to occur at depths within the upper 5
feet in the majority of the new parking and
stormwater management areas based on soil type
and stabilized water level measurements. Specific
estimates of SHWT are shown on the soil boring
records. Although seasonal groundwater levels are
usually lowest during the mid to late summer
months, significant rainfall occurred prior to and
during the field investigation. According to records
obtained from the National Weather Service,
annual precipitation for the Jacksonville, NC vicinity
is above average and the June 2013 precipitation
alone was approximately 8 inches above normal.
0
5
10
15
20
z5
Ca
30
r.
p 35
40
45
50
55
MENNEN
!�
■E
ME
■E
MEN��
ME
■E
■
ENE
ENE
60
0 5 10 15 20 25 30 35 40 45 50
Standard Penetration Resistance (bpl
Figure S. SPT Resistance Profile
GER

P-1344 special Operations Training Complex, Stone Bay ]uly 30, 2013
CER Project No. 110-6171 Page 8
1D
1s
20 —
25
SD
is o
�i
a0
ai C
0
SO
SS
00
so
GS
O CPT-1
70
oCPT-1
oCPT-1
0 100 200 300 400 S00 25 30 35 40 4S 50 0 1 10 0 1 20 1D 1Do low
M ir�p ee,iu.ece Ito) irktk. Anafe {des! und-L—d st—gih[tn aen Ca Uslncd Wd h. iho
Figure 6. Estimated Resistance and Soil Parameters Profile from CPT
The water levels shown on the testing records
represent the conditions encountered at the time
frame of the exploration and do not necessarily
represent the water conditions that will be
encountered during construction. Fluctuation in the
water levels may occur due to variations in
precipitation, evaporation, construction activity,
surface runoff, tides and other local factors.
Surface Materials
A 2 to 8-inch veneer of topsoil like material was
encountered at most of the testing locations. The
typical thickness was about 6 inches. Topsoil is a
generic description meaning the surface soil
horizon and does not necessarily imply the material
is suitable for reuse on the project. Surface
material thickness and composition can be
expected to vary across the project site limits.
Also, the reported surface material thickness does
not account for the quantity of excavation that
may be required to adequately remove tree
stumps, roots, etc.
the preceding sections with regard to supporting
the proposed buildings and the associated site
development.
Bearing capacity calculations performed for the
Stratum 1 soils at the proposed building sites
indicate a design soil bearing pressure up to 2,000
psf would be appropriate for soil supported shallow
footings. Results of settlement calculations
performed using this bearing pressure and the
maximum structural loads provided indicate total
settlements on the order of 11/2 inches for the
proposed training building and settlements of less
than 1/2 of an inch for the small one story
buildings. We expect the calculated settlement for
the training building will be intolerable and would
require the use of ground improvement or a deep
foundation system. We expect the calculated
settlements for the range head, decontamination
and guard house buildings are tolerable with
conventional shallow foundation construction.
Ground improvement alternatives using preloading
with surcharge material and rammed aggregate
Subsurface Evaluation piers were considered for the training building.
We have evaluated the project information, site However, given the type of building and the
conditions and subsurface conditions described in potential risks involved with need for extensive
time, surcharge material quantity and contractor
L 'L

P-1349 Special Operations Training Complex, Stone Bay July 30, 2013
eER Project No. 110-6171 Page 9
provided monitoring and verification associated
with preloading, and the need for deep grouted
displacement type aggregate piers, we favor the
use of a deep foundation system for supporting the
training building with minimal risk.
Driven prestressed concrete piles installed into the
Stratum 3 sands are recommended for supporting
the training building frame. Pile tip elevations
ranging from -5 feet to -20 feet are expected to be
optimal for the maximum column loads. Allowable
compressive pile capacities in the range of 35 to 60
tons were calculated for the driven 12 inch square
prestressed pile sections considered.
A differential site grade increase ranging from
about 0.5 to 6 feet is anticipated for the proposed
training building site. Maximum grade increase will
occur in the ditch along existing Booker T.
Washington Boulevard. Our elastic and
consolidation settlement calculations for the site
grade increase indicate a maximum total
settlement of about 3/4 of an inch and average total
settlement of about half of this magnitude.
Approximately 75% of the total settlement is
expected to be immediate in nature. Therefore, we
expect post -construction impacts due to
consolidation settlement will be minimal for the
training building site. Grade increases at the other
building sites are expected to be about 2 feet or
less, also with minimal impact.
Conventional slab -on -grade ground floor systems
are expected to be appropriate for the proposed
buildings following site preparation. We are
performing a concurrent study to investigate the
potential need for an underslab vapor system to
mitigate volatile vapors in the soil and/or
groundwater. This will be addressed under
separate cover.
settlement at this location is estimated at
approximately 50% of the total. These results
suggest the potential need for constructing the
grading fill as close as practicable to the vertical
and horizontal limits and delaying the road and
retaining wall construction for several weeks or
months to permit some pre -construction
settlement to occur.
Stability analysis of the retaining wall site indicate
a global factor of safety on the order of 1.4 when a
uniform traffic surcharge pressure allowance of
250 psf is used. The calculated global factor of
safety was about 1.7 without applying a traffic
surcharge pressure.
The majority of existing Stratum 1 sands that will
support new bituminous, rigid concrete and
permeable concrete pavement are expected to be
compactible and stable. However, scattered areas
with clayey subgrade such as Boring PB-3 will be
more moisture sensitive and will have increased
potential for deterioration under construction traffic
and upon exposure to wet weather. It is inevitable
that selective undercutting and replacement of
pavement subgrade will be necessary at parts of
the site where deteriorated subgrade is
encountered or created.
Variable and weaker subgrade conditions are
anticipated at the proposed shooters lot. The
majority of the upper soils appear to be
uncontrolled fill materials with wood and organic
debris based on the soil borings performed in this
area. Use of geogrid reinforcement beneath the
pavement section is recommended at the shooters
parking lot to improve pavement subgrade support
and to reduce the quantity of unsuitable subgrade
removal.
Although Stone Bay has a history of LID systems
The proposed cantilever concrete retaining wall not functioning as designed, we expect it will be
along the east side of the concrete paved access feasible to utilize the planned permeable pavement
road is expected to retain a maximum of about 7 and bioretention low impact development (LID)
feet of new fill material. Bearing capacity techniques for this project based on the
calculations for this area indicate a design soil encountered soil conditions, infiltration test results
bearing pressure of 1,500 psf. Differential and estimated seasonal high water table (SHWT)
settlement calculated for the maximum grade levels. Table i on the following page presents a
increase with respect to the ends of the retaining summary of the groundwater elevations and
wall is on the order of 11/2 inches, and will need to infiltration test results. The results indicate that
be accommodated in the retaining wall design if soils with increased silt and clay fines (SM and SC
necessary. Fill constructed for the concrete paved classifications) typically have lower infiltration
access road is also expected to experience similar rates, as do those tests which were conducted very
settlement and the consolidation component of the close to the water table.
l2W

P-1349 Special Operations Training Complex, Stone Bay
GER Project No. 110-6171
Table 1. Groundwater & Infiltration Test Summary
Test
Location
Test
Depth (ft)
Test
Elev. (ft)
Est. SHWT
Elev. (ft)
USCS Class.
Symbol
Infiltration
Rate (In/hr)
BMP-1
3
27.5
25.5
SP-SM
7.48
BMP-2
4
25.5
22.5
SM
0.73
BMP-4
4
19.5
17.5
SM
0.70
BMP-5
1 2.5
24.5
23
1 SM
0.62
BMP-10
4
26
22
SP-SM
3.57
BMP-11
3.5
27
24.5
SP-SM
5.03
BMP-12
3
39
37
SM
0.57
BMP-13
1.5
32.5
32.5
SM
0.83
P-1
1.5
28.5
26.5
SP-SM
4.72
P-3
2
30.4
28.6
SM
1.29
P-4A
3
26.6
24.6
SP-SM
5.56
P-4B
4
25.5
21
sM
1.02
P-5A
2.3
24.0
21.9
SP-SM
4.60
P-5B
4
25.2
23.2
Sc
0.95
P-7
2.5
26.1
24.3
SM
1.42
PP-1
2
30
27.5
SM
1.66
PP-2
1.5
33.5
33.S
SM
0.96
PP-3
1.1
30.4
30
SP-SM
1.13
PP-4
1
33
32.6
SM
0.82
PP-6
1.5
30.5
29
sM
0.90
PP-7
1
33.5
33.5
SP-SM
0.58
PP-8
1
29
26
SP-SM
3.89
PP-9
1
32.5
31
SP-SM
5.38
PP-11
1.1
1 32.4
31.5
1 SM
0.69
PP-12
2.8
1 27.8
22.5
SP-SM
5.71
PP-13
2.5
1 27.5
24
SP-SM
4.02
For much of the west parking lot, it appears that it
will be necessary to increase final grades above
existing elevations. Also, existing surficial clay soils
such as encountered in Boring PP-9 will need to be
removed and replaced with more permeable
material. Use of underdrains is recommended for
bioretention basins along with the possible need
for elevating the bottom of selected basins. Care
should be taken to minimize compaction of the
sand subgrade soils beneath permeable pavements
and bioretention basins.
Recommendations
Based on the subsurface data obtained from the
site and our understanding of the project, the
following recommendations are provided.
Deep Foundations
❑ A deep foundation system using driven 12 inch
square prestressed concrete piles bearing in
Stratum 3 is recommended for supporting the
proposed training building frame. Design length
and axial capacity criteria for 12 inch square
July 30, 2013
Page 10
prestressed piles using a factor of safety in the
range of 2 to 2.5 are presented in Table 2.
Table 2. Estimated Length & Allowable
Capacity of 12 in. Prestressed Concrete Piles
Tip
Elevation (ft)
Compressive
Capacity (tons)
Tensile
Capacity (tons)
-5 to -10
35
15
-10to-15
45
20
-15 to -20
60
25
❑ Piles should generally be spaced at 3 pile
diameters center -to -center for an axial group
efficiency of 100%. Long-term settlement of
individual piles and differential settlement
between pile groups at the design load is
expected to be less than 112 of an inch.
❑ Short term increases in axial load on the piles
due to wind and seismic forces is allowed where
permitted by code.
❑ Lateral capacity of individual free headed piles
at safe bending limits and 1/2 of an inch
deflection is 3 tons. Reduction factors for
closely spaced piles in laterally loaded groups
should be applied where prescribed by code.
Use of passive pressure on the pile caps and
battering piles to improve lateral resistance is
permitted if necessary.
❑ Preboring or spudding to facilitate pile
installation should be limited to a maximum
depth of 10 feet below existing grades. The
diameter of the auger or spud should not
exceed the width of the pile.
❑ Piles should be driven to the specified bearing
stratum and tip elevation with sufficient driving
resistance to produce the required safe bearing
capacity. Acceptance criteria is to be
determined by the Contracting Officer after
completing the test pile program.
❑ Prior to delivering production piles, a test pile
program should be performed to characterize
pile installation across the site. It is suggested
that 5 test piles, one near each building corner
and one near the middle, be driven for the
project. Test piles should generally be 5 feet
longer than the estimated required pile lengths
to conduct restriking or in case the desired
bearing layer is deeper than anticipated.
GER

r
P-1349 Special Operations Training Complex, Stone Bay
July 30, 2013
GER Project No. 110-6171
Page 11
0 Load testing should be performed on piles
❑ Timber pile or post foundations will be used to
S
designed to support loads of 40 tons or more.
support the 2 timber pedestrian bridges. We
•
Static compressive load testing is still the best
anticipate these piles will consist of nominal 6
means for evaluating long-term capacity and
inch square timber posts or 8 inch tip diameter
the load-settiement relationship of individual
timber piles. We recommend the pedestrian
piles. The use of the pile driving analyzer (PDA)
bridge piles be driven to a minimum of 8 feet
in place of traditional static load tests has
below existing grades. Allowable compressive
i
significant economic benefits and has now
capacity for the above pile sections with 8 feet
become commonplace. However, our
of embedment is estimated at 5 kips. At 12 feet
experience has been that dynamic testing tends
of embedment, the estimated allowable
to underpredict ultimate resistance.
compressive capacity is 8 kips.
❑ We recommend that test pile capacities which
are evaluated by dynamic load testing be
conducted using refined CAPWAP analysis with
measurement data obtained during a 7-day
restrike. Input parameters should be selected
based on extensive local experience and back
correlation to results of static loading tests.
❑ Capacity evaluation of piles not required to be
load tested should be based on Wave Equation
Analysis or other approved dynamic formula.
❑ Compatibility of the pile type and installation
equipment is essential to produce a foundation
that performs satisfactorily. Prior to installing
piles, the piling contractor should submit data
sheets on the proposed driving equipment and
installation procedures to the Contracting
Officer for evaluation.
❑ The energy of the driving hammer needs to be
sufficient enough to install piles through zones
of dense soil and into the required bearing
stratum without causing fatigue or damage.
Hammer energies in the range of 25,000 to
45,000 foot-pounds should be suitable for the
concrete pile sizes considered.
❑ Installation of all piles should be monitored for
any indication of problems by an experienced
field inspector. Restriking piles after one or
more days may be required to verify strength
gain after initial driving. Piles which fail to
achieve the specified tip elevation or driving
resistance may be subject to rejection unless
they are evaluated and determined to be
acceptable by the designers of record.
❑ If the observed construction methods differ
from those that are anticipated or if soil
conditions which differ from those encountered
during the investigation, the geotechnical
engineer and Contracting Officer should be
contacted.
Shallow foundations
❑ The range head, decontamination facility and
guard house buildings may be designed using
conventional shallow foundations. The net
allowable soil bearing pressure is 2,000 psf for
footings bearing on approved existing soils or
compacted structural fill.
❑ Total settlements of less than 1/2 of an inch
were calculated for properly supported footings
using the provided maximum structural loads
for these buildings. Differential settlements on
the order of this same magnitude can be
expected.
❑ Shallow foundations for the site retaining wall
should be designed for a maximum bearing
pressure of 1,500 psf. Estimated total
settlement due to the weight of the retained
soil mass is slightly greater than 11/2 inches. A
similar magnitude of differential settlement
between the maximum retained fill height and
ends of the wall is expected. The structure
should be designed to accommodate these
movements.
❑ Footings and load bearing exterior turn -down
slab edges should bear at least 16 inches below
final grades for bearing capacity considerations
and for protective embedment. The depth for
frost protection considerations is 5 inches.
❑ The minimum footing widths should be 2 feet
for wall footings and 3 feet for individual
column footings for ease of construction and to
prevent a punching failure.
❑ Foundation subgrades should consist of
relatively firm, dry suitable soils that are free of
debris, organic, highly plastic and loose
material. Foundation subgrades should be
verified and approved by a qualified field
inspector. Actual soil conditions should be
GER

P-1349 Special Operations Training Complex, Stone Bay
aER Project No. 110-6171
probed and compared to those described in this
report.
Cl If unsuitable subgrade materials are
encountered at the foundation locations, such
materials should be undercut to reach more
suitable or firm native soil and replaced with
approved structural backfili to the design
bearing elevation.
❑ Foundation subgrade soils are susceptible to
strength loss and deterioration after prolonged
exposure to the environment. Foundations
should be placed the same day that excavations
are made whenever possible. A "mud mat" of
lean or tremie concrete should be placed on
approved subgrades if this cannot be
accomplished and when precipitation is
imminent.
❑ If the soil conditions encountered are different
from those described in this report, the
geotechnical engineer of record should be
contacted by the Contracting Officer.
Ground Floor Slabs
❑ Soil supported concrete floor slabs may be used
for the proposed structures following the
recommended subgrade preparations. Floating
slabs should generally be jointed at column
lines and along load bearing wails so that
foundations and the slab can settle differentially
without damage.
❑ Subgrade modulus for slab design will be based
in part on the properties of the building pad fill
material. A subgrade modulus of 200 pci is
estimated for typical compacted structural fill
placed over approved Stratum A or Stratum 1
subgrade soils.
❑ A minimum 4 inch thick layer of porous gravel
or clean sand fill should be used directly
beneath the slabs to provide for lateral drainage
of moisture. If sand is chosen, it should
conform to ASTM C 33 Fine Aggregate. The
porous fill layer should be covered with an
impermeable membrane sheeting to retard
vapors and prevent clogging during concrete
placement.
Seismic Parameters
❑ The following seismic design parameters for 5%
critical damping and a 2% probability of
exceedence in 50 years were determined from
July 30, 2013
Page 12
mapped values for the geographic site location
using the 2012 International Building Code
(2008 hazard data) and USGS seismic hazard
mapping software:
Site Class ..................... D
Design Peak Ground Acceleration .... 0.068g
0.2s Design Acceleration Sas ........ 0.169g
1.0s Design Acceleration SDr ........ 0.118g
0.2s MCE Acceleration Sm. ......... 0.254g
1.0s MCE Acceleration SMr ......... 0.177g
❑ Preliminary liquefaction analysis of saturated
sands in the general soil profile using the in -situ
parameters measured from CPT and Vs testing
indicate a satisfactory factor of safety for the
probabilistic design seismic event. The soft
saturated Stratum 2 clays are not expected to
be susceptible to liquefaction as the majority of
liquid limits are greater than 40 and the ratio of
natural moisture content to liquid limit averages
less than 0.9.
Site and Subgrade Preparation
❑ The ground surface in the building and
pavement areas should be cleared, grubbed
and stripped of all asphalt, topsoil, vegetation,
tree stumps, roots greater than 2 inches in
diameter and debris to reach firm soils. This
work should be performed during a period of
dry weather to avoid excessive deterioration of
the exposed subgrade. Positive surface
drainage should be maintained at all times
during construction to prevent water
accumulation on the subgrade.
❑ The required topsoil stripping depth may be
variable across the site and is estimated to
average about 6 inches based on the soil
borings. However, additional material removal
thickness will be required for tree stumps and
to remove muck from existing swales. Site
stripping should generally extend 5 feet beyond
the outside of building lines and to the back of
curb lines in pavement areas.
❑ Aggregate base material beneath existing
pavements may be left in place if final grades
permit. Stratum A fill materials may be left in
place beneath proposed building slab and
pavement areas if judged to be firm and stable.
❑ Existing underground utility lines in proposed
building areas should be removed and rerouted
GER

P-1349 special Operations Training Complex, Stone Say July 30, 2013
UR Project No. 110-6171 Page 13
to outside of building lines. Old foundations Realigned Bituminous Roads
encountered after site demolition should also be • 1.5" S-9.5B Surface Course
removed. Old utility and foundation removal • 3.0" I-19.0B Intermediate Course
excavations should be backfilled as specified - 8.0" Aggregate Base Course
elsewhere in this report. • Firm natural subgrade or compacted select
material
❑ The exposed subgrade soils in the building and
pavement areas should be compacted with a
non -vibrating drum roller and inspected by
proofrolling to check for pockets of soft soils
prior to grading. Proofrolling should be
conducted after a suitable period of dry
weather to avoid degrading an otherwise
acceptable subgrade. A loaded dump truck or
similar heavy rubber tired construction
equipment should be used for proofrolling.
❑ Site stripping, grading and proofrolling should
be observed by a field inspector. Unsuitable soil
conditions observed during this process should
be corrected by excavating and replacement
with structural fill or other improvement
methods approved by the Contracting Officer,
0 If it is desired to reduce post -construction
settlements of the concrete access road and
retaining wall, a staged construction sequence
is suggested. The sequence would consist of
constructing the grading fill as close as possible
to the vertical and horizontal subgrade limits for
these areas and delaying wall construction for 2
months. After the delay, the wall could be
constructed and backfilled and the access road
could be fine graded and constructed. This
sequence is estimated to result in a one third to
one half decrease in total settlement for this
area.
Pavements
❑ The following subgrade design values are
recommended for mechanically compacted and
firm existing Stratum A and Stratum 1 soils
based on the field and laboratory test results.
■ Realigned Bituminous Roads:
CBR=5
■ Concrete Access Road:
k=150 pci
■ Permeable Pavement Lots:
CBR=8
a Shooters Parking Lot:
CBR=2
❑ Pavement section thickness design will depend
in part on the final grades, intended uses and
Concrete Access Road
■ 6.0" PCC (650 psi flex.)
• 6.0" Aggregate Base Course
■ Firm natural subgrade or compacted select
material
Shooters Parking Lot
■ 3.0" S-9.5B Surface Course
• 8.0" Aggregate Base Course
• Tensar TX5 Geogrid
• Firm natural subgrade or compacted select
material
❑ The permeable pavement parking lots should
be designed per the 35% Basis of Design report
or the product manufacturers design guidelines.
Final pavement section designs should be
adjusted as applicable for the actual vehicle
traffic expected by the end user. Pavement
materials and construction should conform with
applicable UFGS and NCDOT specifications.
❑ Existing pavement at the realigned roadway tie-
ins should be milled and receive a minimum
1.5" overlay with bituminous surface course
over liquid asphalt tack coat.
❑ Topsoil, vegetation, debris and otherwise
unsuitable soils should be removed from the
pavement areas. During construction, positive
surface drainage should be maintained to
prevent water accumulation on the subgrade.
Drainage or dewatering trenches along the
edges of the pavement may be necessary to
help promote subgrade drying.
■❑
After completion of rough grading, the
pavement subgrade should be proofrolled to
detect pockets of soft or otherwise unsuitable
material. Proofrolling should be conducted after
a suitable period of dry weather to avoid
degrading an otherwise acceptable subgrade. A
loaded dump truck or similar rubber tired
construction equipment should be used for
proofrolling.
design traffic patterns. Minimum pavement
sections calculated for the anticipated traffic ❑ To the extent possible, prepared subgrades
provided in the 35% Basis of Design report over should be protected from exposure to wet
® a 30 year design life are as follows: weather and heavy construction equipment
should be restricted from traveling over
0 GER
I
V

P-1349 Special Operations Training Complex, Stone Bay July 30, 2013
OER Project No. 110-6171 Page 14
prepared surfaces. Prior to paving, a second of the laboratory maximum dry density as
proofroli should be performed on the aggregate determined by ASTM D 698.
base material to determine if localized areas ❑
have degraded due to construction traffic or
moisture problems.
❑ Pavement construction is best suited for the
traditionally drier summer and fall months to
minimize deterioration of the subgrade soils
caused by construction traffic and exposure to
the environment. Use of geogrid reinforcement
should be considered as a bid option for
construction to potentially reduce quantities of
unsuitable soil removal.
Fill and Backfill
❑ Representative samples of each proposed fill
material should be collected before filling
operations begin and tested to determine
maximum dry density, optimum moisture
content, natural moisture content, gradation,
plasticity and CBR. These tests are needed for
quality control during construction and to
determine if the fill material is acceptable.
❑ Fill and backfill soil used in building and
pavement areas should consist of non plastic
granular material having a maximum of 25
percent fines by ASTM D 1140, and maximum
liquid limit of 30 and maximum plasticity index
of 9 by ASTM D 4318. Acceptable soil
classification symbols by ASTM D 2487 include
GW, GP, GM, SW, SP, SP-SM and SM.
❑ Most of the Stratum 1 soils are expected to be
suitable for reuse as structural fill and backfill
based on the laboratory results. Segregating
deleterious material and drying excavated soils
to acceptable moisture levels should be
anticipated. Any soils containing detectable
concentrations of petroleum (TPH) will need to
be disposed of off -site.
❑ Granular, non -expansive, low plasticity material
such as sand or sand -gravel mixtures should be
used for backfilling the active wedge behind
retaining walls. Wall drainage layers should
consist of free -draining material such as #57 or
#67 aggregate.
❑ Fill and backfill soils should be spread in thin,
even layers not exceeding 8 inches loose
thickness prior to compaction. Each layer of soil
in building and pavement areas should be
compacted to achieve no less than 95 percent
The moisture content of fill soils should be
maintained within ±3 percentage points of the
optimum moisture content determined from the
laboratory Proctor density test. Fills should be
free of debris and deleterious materials.
❑ only hand operated compaction equipment
should be permitted within a 5 foot distance to
the sides of walls and other similar structures
that could be displaced or distorted by lateral
soil pressures generated by compaction.
❑ Crushed stone can be used for ease of
construction in certain structure backfilling
applications when approved by the Contracting
Officer. Material should consist of washed
crushed stone conforming to gradation #57 by
ASTM C 33 or NCDOT specifications.
❑ The fill surface must be adequately maintained
during fill construction. The fill surface should
be compacted smooth and properly graded to
improve surface runoff while construction is
temporarily halted. Excavations to receive
backfill should not be left open for extended
periods.
❑ Fill should not be placed on wet or frozen
ground. Fill which becomes softened from
excess moisture should be aerated and
recompacted to acceptable levels, removed and
replaced with new compacted fill, or as
otherwise directed by the contracting officer's
representative.
Stormwater Management
❑ The Stratum 1 sands at depths ranging from
about 1 to 4 feet below existing grades were
measured to have in -situ infiltration rates
ranging from about 0.6 to 7 inches per hour. A
summary of results is provided in Table 1 and
complete infiltration testing results are provided
in Appendix B.
❑ Estimated seasonal high water table (SHWT)
depths at the various portions of the project
site are summarized in Table 3 on the following
page. These depths are based on our
interpretation of the soil and water conditions
observed during the site investigations. Final
determination of SHWT elevations will be based
on inspection by the NCDENR soil scientist.
GER

P-1344 Special Operations Training Complex, Stone Bay July 30, 2013
aER Project No. 110-6171 Page 15
Internal Friction Angle, 0 (deg.) ......... 30
Table 3. Estimated SNWT Depths
Location
Depth Below Existing Grades (ft)
Minimum
Maximum
Average
West Parking tot
0.5
4.5
2.2
North BMP Areas
2.5
7
4.4
South Parking Lot
4
8
6
South BMP Areas
1 4
8
1 6
Shooters BMP Areas
1 1.5 J
5
1 2.4
❑ The proposed permeable pavement and
bioretention LID stormwater techniques appear
to be feasible for the soil conditions and SHWT
depths estimated for the site. Final grades
should be increased above existing elevations
where required to attain the required minimum
separation above the SHWT.
❑ Permeable pavement and bioretention basin
subgrades should be prepared by removing any
existing surficial clay soils and hardpan
materials encountered. The pavement subgrade
and bottom of the basins should be scarified to
loosen the soil immediately prior to installing
drainage or planting media. To the extent
possible, the subgrade should not be
compacted by construction equipment, directly
nor indirectly.
❑ Bioretention basins should be designed with
underdrains regardless of the infiltration test
results. Underdrains should consist of 6-inch
diameter perforated drain pipe connected to
cleanouts and placed within a minimum 12-inch
layer of clean washed aggregate such as ASTM
C33 #57 gradation stone. A minimum 4-inch
layer of ASTM C33 washed sand should be used
above the aggregate layer and below the
planting media. Sand for the planting media
should be predominantly coarse and/or well
graded and not fine poorly graded sand.
❑ Open stormwater management basins should
use side slopes of 3H:IV or flatter to protect
from sloughing. Slopes should be protected
from erosion using one or more widely available
erosion control methods (turf, vegetation,
geosynthetics, hard armor revetment, etc.).
Retaining Walls
❑ The following properties may be assumed for
compacted existing soils and approved fill and
backfill soils described in this report in lateral
earth pressure applications:
Coefficient of Friction (tan S) ..........
0.35
Cohesion / Adhesion, c, (psf) ..........
0
Moist Unit Weight, y (pcf) ............
120
Active Pressure Coefficient, Ka .........
0.33
At -Rest Pressure Coefficient, Ko ........
0.50
Passive Pressure Coefficient, Kp ........
3.00
❑ Retaining walls that are permitted to tilt at the
top may be designed for the active state lateral
earth pressures. Typical minimum movement
required for the active pressure condition is
approximately 0.005H for granular soils and
0.01 for cohesive soils, where H is the height of
the wall.
❑ An equivalent fluid pressure of 40 psf per
vertical foot of wall height may be used for
active pressure design. This equivalent pressure
assumes a level backslope and drainage is
provided behind the wall. Additional lateral
pressure should be included in the wall design
for inclined backslopes, surcharge pressures or
if wall drainage is not provided.
❑ Near corners and at other areas where
retaining walls are restrained at the top such
that the minimum movements will not occur,
these walls should be designed for at -rest earth
pressure conditions. An equivalent Fluid
pressure of 60 psf per vertical foot of wall
height may be used for at -rest pressure design.
❑ Retaining wall drainage should consist of a
free -draining backfill layer that will allow water
to freely drain into weep holes near the bottom
of the walls or that connects to foundation
drains which outlet to daylight or into the
project storm drain system. Nonwoven filter
cloth should be used to separate the drainage
layer from the backfill soil. Surface drainage
that diverts stormwater runoff away from the
top of the walls is recommended.
❑ Retaining walls should be designed to
accommodate the anticipated subsurface
movements. Retaining wall footings should be
designed to satisfy sliding, overturning, bearing
capacity and global stability with appropriate
factors of safety.
Limitations
The analyses and recommendations provided are
based in part on project information provided to
GER

P-1349 Special Operations Training Complex, Stone Bay July 30, 2013
GER Project No. 110-6171 Page 16
us. They only apply to the specific project and site
discussed in this report. If the project information
section in this report contains incorrect information
or if additional information is available, you should
convey the correct or additional information to us
and retain us to review our recommendations.
Regardless of the thoroughness of a geotechnical
exploration, there is always a possibility that
conditions between test locations will be different
from those at the specific locations and that
conditions will not be as anticipated by the
designers or contractors. In addition, the
construction process may itself alter soil conditions.
Unanticipated conditions should be reported to the
design team along with timely recommendations to
solve the problems encountered.
GeoEnvironmental Resources, Inc. has performed
its services expressly for our client and its client
using that degree of care and skill ordinarily
exercised under similar conditions by reputable
members of our profession practicing in the same
or similar locality. No other warranty, expressed or
implied, is made. Third parties that rely on this
report recognize that environmental and geologic
conditions can vary from those encountered at the
times and locations where data are obtained, and
that the limitation on available data may result in
some level of uncertainty with respect to the
interpretation of those conditions, despite due
professional care.
GER

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LOCATION
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2010
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SITE LOCATION PLAN
Training Complex, Stone Bay
MCB Camp Le'eune, NC
MAMPHAOM VkA"M
110-6171 1
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MARCH 1993 JULY 2002 V
DECEMBER 2011
SOURCE Aerial photographs
obtained from Google Earth. Imagery
dates as noted
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SNEADS FERRY 1952
SNEADS FERRY 1997
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Survey (USGS), New River 15 mini
and Sneads Ferry 7.5 minute
topographic quadrange maps.
Publication or photorevision dates
as noted.
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Approximate Civil SPT
INTERMITTENT STREAM Sat Sol Location
50' INTERMITTENT STREAM N Approximate CPT
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NOTES:
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INTERPRETED STRATIGRAPHY
Stratum A: FILL (silty sand with stone, asphalt, wood, topsoil, etc.)
Stratum 1 Very loose to dense, clean, slightly silty, silty and clayey SAND (SP, SP-SM, SM, SC) with clay lenses
Stratum 2: Very soft to stiff, silty and sandy, low and high plasticity CLAY (CL, CH) with sand lenses
Stratum 1 Very loose to very dense, silty SAND (SM) with shell fragments, partly cemented
SITE MAP
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NOTES
The subsurface conditions presented
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Not all testing locations are shown for
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Elevations and strata depths shown
shall be considered approximate.
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SUBSURFACE PROFILE
P-1349 Special Operations
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MCB Camp Le'eune, NC
PROACTMAMR oaurNa MOO ER
110-6171 4A

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DISTANCE ALONG PROFILE (feet)
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NOTES
The subsurface conditions presented
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collected at specific test locations only.
Actual subsurface conditions will likely
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Not all testing locations are shown for
improved viewing.
Elevations and strata depths shown
shall be considered approximate.
Explanation
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INTERPRETED STRATIGRAPHY V-I.m Been,. VA 2aa52
Stratum A: FILL (silty sand with stone, asphalt, wood, topsoil, etc.) SUBSURFACE PROFILE
Stratum 1: Very loose to dense, clean, slightly silty, silty and clayey SAND (SP. SP-SM, SM, SC) with clay lenses P-1349 Special Operations
Training Complex, Stone Bay
Stratum 2: Very soft to stiff, silty and sandy, low and high plasticity CLAY (CL, CH) with sand lenses MCB Camp Le'eune, NC
PROJECT MII,•ER OMYnIKi MM1•ER
Stratum 3: Very loose to very dense, silty SAND (SM) with shell fragments, partly cemented 110-6171 4B

= C - - - - - - - - - - - - - C SITE MAP
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DISTANCE ALONG PROFILE (feet)
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INTERPRETED STRATIGRAPHY
Stratum A: FILL (silty sand with stone, asphalt, wood, topsoil, etc.)
Stratum i Very loose to dense, clean, slightly silty, Bitty and clayey SAND (SP, SP-SM, SM, SC) with clay lenses
Stratum 2: Very soft to stiff, silly and sandy, low and high plasticity CLAY (CL, CH) with sand lenses
Stratum 3 Very loose to very dense, silty SAND (SM) with shell fragments, partly cemented
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The subsurface conditions presented
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Not all testing locations are shown for
improved viewing.
Elevations and strata depths shown
shall be considered approximate.
Ex analion
NalrOr
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Water level reading aher drilling
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SUBSURFACE PROFILE
P-lU9 Special Operations
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MCB Camp Le eune, NC
PMOA=416&11111111�111
110-6171 1 4C

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DISTANCE ALONG PROFILE (feet)
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500 600
TES
The subsurface conditions presented
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collected at specific test locations only. �I
Actual subsurface conditions will likely �I
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Not all testing locations are shown for
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Elevations and strata depths shown
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Explanation
--Bt
Number
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LiIhOMQY CPf 170
lie�mrrae
Water level reading during dnAing
T Water level reading after drilling
Denotes additional uncertainty
MuutlOue Geolochr 1-hr
I�CraSrW hyg:
®CLL-G G E�I Cen .Ml o engine
INTERPRETED INTERPRETED STRATIGRAPHY
Stratum A: FILL (silty sand with stone, asphalt, wood, topsoil, etc.)
Stratum 1: Very loose to dense, clean, slightly silty, silty and clayey SAND (Sf? SP-SM, SM, SC) with clay lenses
Stratum 2: Very soil to stiff, silty and sandy, low and high plasticity CLAY (CL, CH) with sand lenses
Stratum 3: Very loose to very dense, silty SAND (SM) with shell fragments, partly cemented
GeoEnvironmenial Resources, Inc.
2712 Southern Boulevard, Suae 101
Wgnla Bs*M %%234W
SUBSURFACE PROFILE
Training Complex, Stone Bay
MCB Camp Le'eune, NC
n��
110-6171 4D

0
5�
10
15
20
+r 25
a?
w
30
p 35
40
45
50
55 -
NMIMom
60 �
0
5 10 15 20 25 30 35 40 45 50
Standard Penetration Resistance (bpQ
SPT resistances provide a generic
indication of soil shear strength and
compressibility parameters.
Envkonm,nW ��
Graundw.tx
Hyrtlew Yilxula
GMaC3�n1[al
G E mdusln.l Hyy�.n.
6.OEMhPMN�1.l Ap.Puruf, Intl
G.nwning e�gYrw�
GeoEnvironmental Resources, Inc.
2712 $*u* r aa,lwrd, S-1D1
YftW"8�
SPT RESISTANCES
P-1349 Special Operations �I
Training Complex, Stone Bay
MCB Camp Le'eune, NC
PROXCl MAIRM
DAAw.a Nll�lEA
110-6171
5

u
5
in
is
2G
25
_ 30
35
a 4045
50
55
60
65
70
oCPr-1
0 100 200 300 400 500 25 30 35 40 45 50 0 1 10 0 1 10 10 10C 1000
CPT Tip Resistance (tsf) Friction Aftie ldetil Undrained streneh(tsf) Am Constrained Modulus (tsf)
Soil parameters are estimated based
on established correlations to CPT
measurements. Refer to Appendix D
of the geotechnical report for
correlation references.
r�wir��u.�i.i I
crca�aw.w.
Haxartlou• M.rer�,.�s
Geole[h�ir:�-
r�ausv�si
�nui Rasewnes. ins.
I
it
GeoEnvironmental Resources, Inc.
7712 9WAhw Wxftvam. sidle 101
veprw ee80, vAZNW
CPT SOIL PARAMETERS
Training Complex, Stone Bay
MCB Camp Le'eune, NC
Pglo Exu NIr6ER enAWeifi Naalydt
110-6171 6
••r•a•a••a�••ara•ra•r•r••a•••a•■•�•i••••a�r�

APPENDIX B
FIELD TEST DATA
GER

TEST BORING RECORDS
The enclosed test boring records represent our interpretation of the subsurface conditions
encountered at the specific boring locations at the time explorations were made based on visual
examination of the field samples obtained and selected laboratory classification testing if
performed. The lines designating the interface between various strata on the boring records
represent the approximate interface location. In addition, the transition between strata may be
more gradual than indicated. Water levels shown represent the conditions only at the time of
the field exploration. It is possible that soil and groundwater conditions between the individual
boring locations will be different from those indicated. Boring surface and strata elevations, if
shown, shall be considered approximate and are referenced to project datum shown on the
plans or described in the geotechnicai report unless noted otherwise.
GER

T
E
BORING LOG LEGEND
KEY TO DRILLING SYMBOLS
Split Spoon Sample (ASTM D 1586)
7
Water Table at Time of Drilling
H.S.A.
Hollow Stem Auger Drilling
Water Table after 24 hrs.
M.R.
Mud Rotary Wash Drilling
Undisturbed Sample (ASTM D 1587)
1111
Boring Cave In
PP
Pocket Penetrometer (tsf)
Loss of Drilling Fluid
REC
Core Recovery (%)
Rock Coring (ASTM D 2113)
Auger Refusal
ROD
Rock Quality Designator (%)
Roller Cone Advanced
1
Roller Cone Refusal
SCR
Solid Care Recovery (%)
Seepage into Borehole Approximate Strata Change Depth -------- Approximate Strata Change Depth I
Different Soil Types Similar Soil Types
CORRELATION OF RELATIVE DENSITY AND CONSISTENCY
WITH STANDARD
PENETRATION TEST RESISTANCE (ASTM D 1586)'
SPT RESISTANCE (N) IN BLOWS PER
FOOT
SPT
RELATIVE DENSITY' SPT
CONSISTENCYt
N
SAND 8 GRAVEL N
SILT & CLAY
0-4
Very Loose 0-2
Very Soft
5 - 10
Loose 3-4
Soft
11 - 30
Firm 5-8
Firm
31 - 50
Dense 9 - 15
Stiff
51 +
Very Dense 16 - 30
Very Stiff
31 - 50
Hard
51 +
Very Hard
ROCK QUALITY'
FRACTURES, JOINT SPACING AND BEDDING
DIAGNOSTIC
ROCK PARAMETER
ROD {%)
DESCRIPTION
FIELD/LAB RATIO
SPACING
JOINTS
BEDDING
0 - 25
Very Poor
0.15
Less than 2"
Very Close
Very Thin
25 - 50
Poor
0.20
2" to 1'
Close
Thin
50 - 75
Fair
0.25
V to 3'
Moderately Close
Medium
75 - 90
Good
0.30 to 0.70
3' to 10'
Wide
Thick
90 - 100
Excellent
0.70 to 1.00
More than 10'
Very Wide
Very Thick
HARDNESS
Very Hard -Breaking specimens requires several hard hammer blows
Hard - Hard hammer blow required to detach specimens
Moderately Hard - Light hammer blow required to detach specimens
Medium - May be scratched 1116- deep by a knife or nail, breaks into several
pieces by light hammer blow
= - Can be gouged readily by knife or nail, comers and edges broken by
finger pressure
Very Soft - May be carved with a knife and readily broken by finger pressure
WEATHERING
Fresh - Fresh rock, bright crystals, no staining
li h - Minimum staining and discoloration, open joints contain clay
Moderate - Significant portions of rock shows staining and discoloration, strong
rock fragments
Sever - All rock shows staining, rock fabric evident but reduced strength
.Very Severe -All rock shows Staining, rock mass effectively reduced to soil
with strong rock fragments remaining
Complete - Rock reduced to soil with rock fabric not discernable
iResistance of a standard 2-inch O.D., 1.375-inch LD. split spoon sampler driven by a 140 pound hammer free -falling 30 inches
taller Terzaghi and Peck, 1968
;af?erD. V. Deere, 1963. 1967
GER

SOIL CLASSIFICATION CHART (ASTM D 2487)
MAJOR DIVISIONS
COARSE
GRAINED
SOILS
MORE THAN 50 %
OF MATERIAL
IS LARGER
THAN NO. 200
SIEVE SIZE
FINE
GRAINED
SOILS
MORE THAN 50 %
OF MATERIAL
IS SMALLER
THAN NO. 200
SIEVE SIZE
60
50
x 40
m
c
30
N
W
a 20
10
0
OTHER
SOILS
CLEAN
GRAVEL
GRAVELS
AND
GRAVELLY
(LITTLE OR NO
SOILS
FINES)
MORE THAN 50 %
OF COARSE
GRAVELS
FRACTION
WITH FINES
RETAINED ON
NO.4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
SYMBOLS
GRAPH
LETTER
a 0"0.10
»�
0�0�000
GW
GP
o°
>> o a 4
GM
TYPICAL
DESCRIPTIONS
WELL -GRADED GRAVELS,
GRAVEL- SAND MIXTURES,
LITTLE OR NO FINES
POORLY -GRADED GRAVELS,
GRAVEL - SAND MIXTURES,
LITTLE OR NO FINES
SILTY GRAVELS, GRAVEL -
SAND - SILT MIXTURES
GC I CLAYEY GRAVELS, GRAVEL -
SAND - CLAY MIXTURES
-
S+W
WELL -GRADED SANDS,
CLEAN SANDS
GRAVELLY SANDS, LITTLE OR
SAND
- -
NO FINES
AND
(LITTLE OR NO
SANDY
FINES)
SP
POORLY -GRADED SANDS.
GRAVELLY SAND, LITTLE OR
SOILS
-
NO FINES
MORE THAN 50%
SANDS WITH
SM
SILTY SANDS, SAND - SILT
OF COARSE
FINES
MIXTURES
FRACTION
PASSING ON
(APPRECIABLE
NO. 4 SIEVE
AMOUNT OF FINES)
i
SC
CLAYEY SANDS. SAND - CLAY
MIXTURES
INORGANIC SILTS, CLAYEY SILTS,
M L
SILT -VERY FINE SAND MIXTURES,
ROCK FLOUR
LOW PLASTICITY
INORGANIC CLAYS OF LOW TO
LIQUID LIMIT
/
CL
MEDIUM PLASTICITY,
LESS THAN
GRAVELLY, SANDY, SILTY, &
50
LEAN CLAYS
I !
I
OL
ORGANIC SILTS AND ORGANIC
SILTS
I !
I
CLAYS OF LOW PLASTICITY
AND
INORGANIC SILTS AND MICACEOUS,
CLAYS
M H
DIATOMACEOUS AND ELASTIC
SILTY SOILS
HIGH PLASTICITY
LIQUID LIMIT
C' H
INORGANIC CLAYS OF HIGH
GREATER THAN
PLASTICITY, FAT CLAYS
50
- -
HIGHLY ORGANIC SOILS
UNCONTROLLED FILLS
DECOMPOSED OR PARTIALLY
WEATHERED ROCK
Atterberg Limits
Low Plasticity Soils High Plasticity Soils 10.
OH
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC
SILTS
PEAT, HUMUS, MUCK, SWAMP SOILS
PT
WITH VERY HIGH ORGANIC
I r
CONTENTS
DISTURBED SOILS WITH POSSIBLE DEBRIS
AND RUBBLE, OLD CONSTRUCTION
WASTES, NON -ENGINEERED BACKFILLS
G ' \'/ A \
TRANSITIONAL MATERIAL BETWEEN SOIL AND
ROCK WHICH MAY RETAIN THE RELICT
_
I `
STRUCTURE OF THE PARENT ROCK
PARTICLE SIZE IDENTIFICATION
601,jL0ERS: Greater than 300 mm 12 in.)
COBBLES- 75 mm to 300 mm (3 - 12 in.)
P
Hal,
1Hsatt.it
Not
Clry 1CH)
v
.dbl.
Low
VI
u�lry
C
y
Hlph
L.u�lry
�_
III 1MH
P
gltlry
it (ML)
GRAVEL: Coarse -
19,0 mm to 75 mm (0,75 - 3 in.)
Fine -
475 mm to 19.0 mm (#4 - 0.75 in,)
SANDS: Coarse -
2.00 mm to 4.75 mm
Medium -
0.425 mm to 2.00 mm
Fine -
0.075 mm to 0.425 mm
SILTS & CLAYS:
Less than 0.075 mm
PLASTICITY INDEX i & SHRINK
-SWELL POTENTIAL
0-4
None
4 - 15
Slight or Low
15 - 30
Medium to High
31
High to Very High
ADDITIONAL RELATIVE DESQRIPTIVE VALUES
0 10 20 30 40 50 60 70 60 90 100 Trace < 10% Some < 35% but> 20%
Liquid Limit Little <20% but > 10% And � 35%
GER

•
•
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
O
O
0
0
e
0
0
0
O
O
0
0
0
0
O
0
0
0
0
0
SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: BMP-1
g
Geotechnical & Industrial Engineering Consultants
Sheet No: 1 of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Drillcr: Fishburne Drilling
Date: 6/25/2013
Depth (fl.): 10.0
Elevation (ft.): 30.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
11. IIIfl.
m
+.
Topsoil/Forest Debris
—30
Slightly Silty SAND (SP-SM)
9
Very loose, light gray to light tan, fine, trace
1
roots
Clean SAND (SP)
j'
,','•
Very loose, light gray to light tan, fine
1
T
Slightly Silty SAND (SP-SN1)
Loose, tan, fine
5
Estimated SHWT @ EL 25.5 based on soil color and texture
Sandy, Low Plasticity CLAY (CL)
—25
M
Stiff, mottled tan -orange -light gray
2
/
7
/
10—
3
Boring terminated at 10 feet,
—20
4
5
l5
—35
5
4
_
L

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
goring No: BMp_2
Geotechnical & Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/25/2013
Depth (ft.): 10.0
Elevation (ft.): 29.5 Client: C. Allan Bamforth, Jr.
Equipment: 2-114" HSA
Elevation
Depth
Lith-
olu
Material Description
Ground
Water
Comments
Topsoil/Forest Debris
T
Silty SAND (SN1)
Very loose, brown to tan, fine
Slightly silty SAND (SP-SM)
Loose, tan, fine
Silty SAND (SiN1)
Finn to loose, orange and tan, line
5.
7
2
:I.•::;:
Estimated SHWT @ EL 22.5 based on soil color and texture
Sandy, Law Plasticity CLAY (CL)
Finn to stiff, mottled tan -orange -light gray
—20
6
1 g
3
Static ground water table not encountered
Boring terminator] at l0 feet.
5
4
15
15
4
5
]0
3
6

•
•
0
0
0
0
0
0
0
0
0
0
0
0
0
O
0
0
0
0
0
O
0
0
0
0
O
0
0
0
0
0
0
0
0
0
SOIL BORING RECORD
GcoEnvironmental Resources Inc, Environmental, Groundwater, Hazardous Materials,
Boring No: BMP-3
Geotechnical & Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Qps Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Drillcr: Fishburne Drilling
Date: 6/25/2013
Depth (A.): 10.0
Elevation (ft.): 26.0 Client: C. Allan Bamforth, Jr.
Equipment: 2-114" HSA
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
fl. m
fi. m
TopsoillMuck
Silty SAND (S,M)
—25
Very loose, brown, fine
/
Sandy, Low Plasticity CLAY (CL)
-
Finn, tan to mottled orange and bray
Estimated SHWT @ EL 23.4
7
1
/
/
-
-
5
Clay'ey SAND (SC)
�''•f'
Loose, mottled tan -orange -light gray, fine
—20
fir% ;:
S7
6
f'
2
Low Plasticity CLAY (CL)
/Sandy,
Soll, mottled tan -orange-] ight gray
5
_
10
3
Boring terminated at 10 leet.
—15
4
a
15
—10
3
5—
I
I -
I
2
I
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc, Environmental, Groundwater, Hazardous Materials,
Boring No: BMP-4
� Geotechnical 8, Industrial Engineering Consultants
Sheet No: I of I
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/25/2013
Depth (ft.): 10.0
Elevation (ft.): 23.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" 11SA
Devation
Depth
Lith-
olo
Material Description
p
Ground
Water
Comments
ft. In
ft. m
�'
o J kJ
Crushed stone mixed with topsoil (old
p
logging road)
Silty SAND (SM)
Loose to very loose, orange with
r .
grayish -brown, fine, trace clay
—20
6
}� .• .
5
l
Sandy, Low Plasticity CLAY (CL)
/
Soft, orange and brown
Estimated SHWT a EL 17.5
Clayey SAND (SC)
2
-''•!%j
Loose, mottled orange and gray, fine
5
Sandy, Low Plasticity CLAY (CL)
—15
Soft, mottled tan -orange -light gray
l0
3
Boring tenninated at 10 feet.
4
4
—10
3
15
5
2
—5
G

SOIL BORING RECORD
GeoEnvironmental Resources [nC, Environmental, Groundwater, Hazardous Materials,
Boring No: BMP-5
Geotechnical & Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/25/2013
Depth (ft.): 10.0
Elevation (ft.): 27.0 Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevalion
Depth
Lilh-
ology
Material Description
Ground
Water
Comments
ft. m
n. m
Topsoil/Forest Debris
Silty SAND (SNI)
8
Very loose to loose, dark brown to tan, fine,
:l
trace roots
—25
�.
l
/
Sandy, Low Plasticity CLAY (CL)
Firm, tan to mottled orange and light gray
7
Estimated SHWT a EL 23.0 based on soil color and texture
5
:%::;:
Clayey SAND (SC)
2
-•/i
"
Loose, mottled tan -orange -light gray, tine
—z0
/
6
Silty, Low Plasticity CLAY (CL)
Stiff, mottled tan range light gray, trace
PEI,
sand
,
10
3
Boring terminated at 10 feet.
5
—15
4
4
15
5
' —t0
3
i
6

Q
SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: BMP-6
Geotechnical & Industrial Engineering Consultants
Sheet No: I of l
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, iv1CB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 36.5 Client: C. Allan Bamforth, Jr.
-- J - -
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
olo
Material Description
Ground
Water
Comments
ft, m
fl. m
�
11
—
— —
Topsoilll�orest Debris
Perched water table
Clean SAND (SP)
Very loose, black to gray, tine
Estimated SH WT @ EL 35.6
35
-
Silty SAND (SN'I)
Loose, dark brown, fine, trace roots
10
{L
Slightly Silty SAND (SP-SNI)
_
.'•
Loose, brown, fine
_
5
t '
Silty SAND (SM)
30
2
�.
Very loose, gay, Fine to medium, trace clay
9
8
10
3
r .'.
Boring terminated at 10 feet.
25
4
15
—2U
5
6
6

0
•
•
0
0
0
0
0
0
0
0
0
0
0
0
0
O
0
0
0
0
0
0
O
O
O
O
0
0
O
O
0
0
0
0
0
0
0
0
0
0
SOIL BORING RECORD
GeoEnvironmentai Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: BMP_7
Geotechnical & Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 34.0 Client: C. Allan Bamforth, Jr.
Equipment: 2-114" HSA
Elevation
Depth
Lith-
ology
Material Description
p
Ground
Water
Comments
inini>.
fl.
=:
TopsoillForest Debris
-
Clean SAND (SP)
Loose, black to gray, fine, trace roots
10
Silty SAND (5M11j
Perched water table
Estimated SHWT @ EL 32.0
Loose, dark brown to grayish -brown, fine,
1
trace clay, trace roots
—30
-
9
5
; ' .— •
Silty SAND (5N1) _ — _ _ _ _ — — — —
Loose, gray, fine to medium, trace clay
Q
2
Silty, Lora Plasticity CLAP (CL)
/
Finn to soli, light gray, trace sand
—8
—25
/
10
3
Boring terminated at 10 tcet•
-
7
-
4
—20
b
15
5
5
—15
6

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc.
Boring No: BMP-8
b
Geotechnical & Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 30.5 Client: C. Allan Bamforth, Jr.
Equipment: 2-114" HSA
Elevation
Depth
Lith-
olo
Material Description
p
Ground
Water
Comments
R. InR.
tobY
S
—30Dark
JFILL
gray silty sand mixed with crushed
stone and topsoil
9�
Slightly Silty SAND (SP-SM)
-
Firm to loose, tan, fine
l�II'•
' ' •
Clean SAND (SP)
, ,'•
Loose, tan, fine
5
Clayey SAND (SC)
—25
''•�'
Loose, tan and orange, fine
V'
Estimated SHWT a EL 24.5 based on soil color and texture
Sandy, Low Plasticity CLAY (CL)
2
Firm, mottled tan -orange -light gray
7
_L
l0
3
Boring tenninated al 10 feet,
—20
6
4
5
IS
—15
5
4
fi

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater. Engineering
Consultants
Boring No: BMP-9
� Geotechniral � Industrial Engineering Consultants �
Project: P-1349 Special Ops Training Complex GER Project Number: 110-6171 Sheet No: I of 1
Location: Stone Bay, MCB Camp Lejeune, NC Driller: Fishburne Drilling Date: 6/26/2013
Depth (1): 10.0 Elevation (ft.): 28.5 Client: C. Allan Bamforth, Jr. Equipment: 2-1/4" HSA
Elevation Depth Lith- Material Description Ground
Et. m Et, m °logy Water Comments
5Z FILL
X Dark gray silty sand mixed with asphalt and
ZS topsoil
_ Silty SAND (SM)
Loose to very loose, grayish -brown to tan,
fine, trace clay
tl
t Sandy, Low Plasticity CLAY (CL)
—25 � Soli to stiff tan and orange
5 Silty SAND (S11) Estitnatcd SHWT rQ EL 23,5 based an soil color and texture
Firm to louse, mottled tan -orange -light gray-
i i fine, trace clay
—20
6
10 3
Boring tenninated at 10 feet.
5
4
-- 15
1S
a
o -
u_ 5
a
r
y
z
—l0 3
w
0
0
W 6
c�

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials, Borin No: BMP—I 0
� Geotechnical &Industrial Engineering Consultants g
Project: P-1349 Special Ops Training Complex GER Project Number: 110-6171 Sheet No: 1 of 1
Location: Stone Bay, MCB Camp Lejeune, NC Driller: Fishburne Drilling Date: 6/27/2013
Depth (11): 10.0 Elevation (ft.): 30.0 FClient: C. Allan Bamforth, Jr. Equipment: 2-114" HSA
Elevation Depth Lith- Material Description Ground Comments
rt ,,, n ,,, ology Water
4" Asphalt, 2" Crushed Stone (;
Slightly Silty SAND (SP-Sill)
"1111
j Firm to loose, tan to white, fine
-i ' .' . Silty SAND (Stil)
5 �-� . . . Loose, tan and orange, fine, trace clay
'.,":1
Loose, tan and orange, fine
Estimated SHWT @ EL 22.0 based on soil color and texture
Finn, mottled tan -orange -light gray, trace
sand
10� 3Boring terminated at 10 feet. Static ground water table not encountered
4
5
—15 15
]
5
4
i
a

SOIL BORING RECORD
Hazardous ts,
GeoEnvironmental Resources Inc. Environmental, Groundwater, Engineering
e Geotechnical & Industrial Engineering Consultants
BoringNo: BMP-11
BoringNo:
Sheet No: I of I
P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/27/2013
Depth (ft.): 10.0
Elevation (11): 30.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" IISA
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
0. m
ft. m
4" Asphalt, 3" Crushed Stone (approx.)
—30
v o
��'
Slightly Silty S.\NU (SP-SYI)
9
Firm, tan to while, fine
g
,
Silty SAND (SM)
-i.',
'
Luose, tan and orange, fine, trace clay
5
1{1{
—25
Estimated SH WT @ EL 24.5 based on soil color and texture
Clayey SAND (SC)
-
2•
i�'•'
Loose, mottled tan -orange -light gray, fine
X
j
Silty, Low Plasticity CLAY (CL)
-
Firm, mottled tan -orange -light gray, trace
sand
10
3
Boring terminated at 10 feet.
—20
6
4
5
IS
—15
5
4
i
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: BMP-12
Geotechnical & Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/28/2013
Depth (ft.): 10.0
Elevation (ft.): 42.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
°logy
Material Description
Ground
Water
Comments
ft. m
fl. m
Topsoil like material
-�
FILL
Sampled as silty sand, brown and black to
Sxxt
gray, trace wood and organic material
—40
] 2
1
,
5
Estimated SHWT EL 37.0
Slightly Silty SAND (SP-SM)
]l
Loose to very loose, tan to white, fine
-
—35
_
Silty, Low Plasticity CLAY (CL)
Soil, gray
Slightly Silty SAND (SP-S11)
j
Finn, light gray, fine to medium, trace clay
to
Boring terminaled at 10 feet,
-
—30
9
4
15
5
—25
7
b

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Envirantnental, Groundwater, Hazardous Materials,
Borin No: BMP-13
Geotechnical & Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GE'R Project Dumber: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/28/2013
Depth (ft.); 10.0
Elevation (ft.): 34.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
ft m
fl to
Topsoil/Forest Debris
Silty SAND (SM)
Very loose to loose, brown to orange, fine,
—to
.''
trace roots, trace clay
T
perched water table
Estimated SHWI• C EL 32.5
_
I
�
-
Slightly Silty SAND (SP-SM)
-30
,j
Loosc, tan and white, line, trace clay
9
{
i
5
Silty, Low Plasticity CLAY (CL)
Soil, gray
Slightly Silty SAND (SP-S\I)
2
Finn to loose, gray, tine to medium, trace
clay
8
—25
t.
l0
3
Boring terminated at 10 feet.
7
4_
—20
-
5
IS
5
5
6

SOIL BORING RECORD
GeoEnvironmental Resources,,Inc. Environmental, Groundwater, Hazardous Materials, Boring No: BMP-14
Geotechnical & Industrial Engineering Consultants
Project: P-1349 Special Ops Training Complex GER Project Number: 110-6171 Sheet No: 1 of I
Location: Stone Bay, MCB Camp Lejeune, NC Driller: GER Date: 6/27/2013
Depth (ft.): 5.0 Elevation (ft.): 30.0 Client: C. Allan Bamforth, Jr. Equipment: Hand Auger
Elevation Depth Lith- Material Description
fi. in fl, m ologry
TopsoiVForest Debris
- Silty SAND (SM)
Dark gray, fine, trace roots
25
20
2
_ —15
71
i
L
w
0 -
L
L
Ll
u
5
ID
l5
1 Silty, Low Plasticity CLAY (CL)
/Mottled gray with orange and brown, trace
sand
Slightly Silty SAND (SP-SM)
_ Brown and light gray, fine
Borine tenninated at 5 fret.
2
Water I Comments
_T__ Perched water table
Estimated SHWT @ El, 28.0
Q

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. GeotechrycalBlndustrialEngineeringConsuftants
Borin #: PB-1 Pa 1 of 1
b )
Project: P-1349 Special ©ps Training Complex
GER Project Number: 110-6171
Date Drilled: 6/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-114" HSA
Depth (ft): 10.0
Elevation (ft.): 22.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
fl m
Depth
fl rn
Lich-
L[olith-
01
Material Description
Ground
Water
Comments
S
P
Uncorrected
0 Penetration Resistance (blows/foot) 50
-20
-15
-
-5
_
_5
4
2
l
5
10
15
1
3
4
s
6
6.5" Asphalt (approx.)
Probable fill in
upper 4 -5 feet
I
"
s
s
3
'
-
-
I
Silty SAND (SM)
Loose, brown and gray, fine
t 0
_
-1
-
I
Slightly Silty SAND (SP-SM)
Firm, tan and light gray, fine
14
•
j
1
•
Silty- SAND (SM)
Firm to loose, brown with gray and orange,
fine, trace clay
I
,6
Silty, Low Plasticity CLAN' (Cl,)I)
Firm, light gray to orange, trace sand
I
11
_
•
I
!
I
I!!j
IE`
6
`1
Boring terminated at 10 feet.
.
_
{
I
I
i
-
i
I
_
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757.463-3200 www.geronline.com

a
LL
TEST BORING RECORD
Environmentat, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, inc. Geotechnical & Industrial Engineering Consultants
Boring #: 1 B—Z Page 1 of 1
( 6 )
Project: P-1349 Special Ops Training Complex
G1 R Project Number: 110-6171
Date Drilled: 6/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" HSA
Depth (ft.): 10.0
Elevation (ft.): 30.5
FC1ient: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
fi III
Depth
ft m
Lith-
olo ��
Material Description
Ground
Water
Comments
5
P
T
Uncorrected
Penetration Resistance (blows/foot)
25 50
—30
—25
—20
—15
y
G
5
4
5
10
-
2
3
4
5
b
Topsoil/ForesL Debris
,
4
7
n
3
'
_ _0
Slightly Silty SAND (SP-SM)
Very loose 10 loose, brown to tan, fine, trace
roots
y
p
'i
Silty SAND (SAI)
Loose, mottled tun -orange -light gray, fine—
I
5
II
I
Sandy, Low Plasticity CLAY (CL)
Firm, mottled tan -orange -light gray, trace
roots
1
7
6
!
I—
I
Boring terminated at 10 feet.
_
'
—
I
i
I
'
+.I�
Hd+
_I
i
Nm
—
_
_
_
GooEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA23452 757-463-3200 www,geronline.com

TEST BORING RECORD
Envirorunental. Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical8lndustrial Engineering Consultants
Boring P B-3 (page I of
b ( g )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/2612013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: l:ishburne Drilling
Drill Method: 2-1/4" FISA
Depth (&): 10.0
Elevation (ft.): 31.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
ft m
Depth
ft rn
Lith-
olo
Material Description
Ground
Water
Comments
S
I,
T
Uncorrected
Ptmetration Resistance (blows/lbot)
0 25 50
—30
—25
—20
9
8
7—
C
5
4
5
10
15
-
3
4
5
Topsoil like material
s
,
a
3
3
z
_
I
I
Sande, Low Plasticity CLAY (Cl.)
Stiff, orange brown
9;
Slightly Silty SAND (SP-S41)
Loose, tan, fine
/Silty,
/
Low Plasticity CLAY (CL)
Soil to Finn, mottled tun -orange -tight bray,
trace sand, trace roots
4I-it
Boring tertninatud at 10 W.
—
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

z
LL
TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical &Industrial Engineering Consultants
)30Cin #: r.l)�4 (Page 1 of
g ( g )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" HSA
Depth (ft.): 10.0
Elevation (ft.): 30.0 Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
ft to
Depth
ft m
Lith-
olu
Material Description
Ground
Water
Comments
S
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
FILL
I
9
x
?�
Silty and clean sand, dark brown and gray,
mixed with crushed stone and topsoil
—
kk
,
8
ii
I
1
i
I
_
'7 ;:' •
Clayey SAND (SC}
Loose, dark tan, fine
—25
5
Silty, Low Plasticity CLAY (CL)
Firm to soft, mottled tan -orange -light gray,
some to trace sand
I
7
2
3
9
I
�
r-----�--{
_.4SZ
i
-
- -
2
I
,
-
I-
—20
6
10
3
z�
I
Boring terminated at 10 feet.
i
i
!
i
i
I
I
4
5
—7
—
—
—
—
—+—
i
— —€
—l5
15
5
II
1
11
!
I
4
—
E
i
_
6
I
I
—I
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Environrnental, Groundwater, Hazardous Materials.
GeoEnvironmental Resources, Inc. Geatechnical & Industrial Engineering Consultants
Boring F): P�-5 Pa 1 of l
b (page )
Project: P-1349 Special Qps Training Complex
GER Project Number: l 10-6171
Date Drillcd: 6/2512013
Locution: Slone Bay, MCB Camp Lejeune, NC
Driller: Fishburnc Drilling
Drill Method: 2-1/4" HSA
Depth (ft.): 10.0
Elevation (ft.): 28.0 Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
ft nt
Depth
ft =n
Lith-
°lob'Y
Material Description
Ground
water
Comments
S
Uncorrected
O Penetration Resi lance (blows/foot) 25 50
-25
-20
-15
_10
-8
7
-
ti-
5
4
3
10
l5
2-
3-
4
5
6
Topsoil/Forest Debris
ground°
water table not
mcounteped
t
i
- P-11
Silty SAND (SM)
Loose, brown, fine, some roots
7
-
-�
Slightly Silty SAND (SP-SM)+1
Loose, tan, Fine
�' %
Clayey SAND (SC)-
Loose, tan and orange, fine
7
ME/,
Sandy, Low Plasticity CLAY (CL)
Firm, mottled tan -orange -light gray
•
1
I
j
I
Boring terminated at 10 feet.
_
f
-
_
` JJ
1
I
-
GeoEnvlronmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants
goon #: PB-6 Pa e I of 1
g ( g
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-114" HSA
Depth (ft,): 10.0
Elevation (ft.): 30.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
m R
Depth
11 nt
Lith-
lo
o&`y
Material Description
Ground
Water
Comments
S
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
-25
—20
-l5
-
9
7
6
5
4
5
] 0
15
1
2
-
3
4
5
61
4" Asphalt, 3" Crushed Slone (approx.)
perched water
table
Static round
water table not
encountered
r
,
5
6
,
,
,
,
---
I
12
---
—
--
u 0
.. '•
Silty SAND (SM)
Firm, brown to tan, fine
{
••I. �
.'
Slightly Silty SAND (SP-SM)
Loose, tan, tine
Silty SAND (S,
Loose, tan and orange, fine, trace clay
I
i
10
i
�
i
'
-
Pi
-
Sandy, Low Plasticity CLAY (Cl,)
Firm, mottled tan -orange -light gray
5
—
i—
5
1
Boring ternunated at 10 feet,
I_
_
I
1 €
i
-
-I- -
1
f
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA23452 757463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants
Boring r B-^(Page
b #: ( ge 1 of )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/26/2013
Location: Stone Bay, NICB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" HSA
Depth (ft.): 10.0
Elevation (ft.): 30.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
ftinR
Depth
m
Lith-
olo
Material Description
Ground
Water
Comments
$
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 So
_
-2U
-15
9
6
5
4
l0
15
X.
1
3
4
5
6
?,
FILL
Dark brown silty sand mixed with asphalt
and topsoil
2
4
5
3
3
j
I
9
•
_
_
!
1_
_ _
i
Slightly Silty SAND (SP-S�1)
Loose, brown to.tan, fine
Silty SAND (S4t)
in
I Loose, orange and tan, fin(SC)Clayey
-
_
{f[-
_
_
7
•
-
-
-
-
_
-
''•�%
f
X ,
Clayey SAND (SC)
Very loose to loose, orange and tan, fine
!
i
l4
! I
I
Li
I
I
J
- -
h
Sandy; Low Plasticity CLAY (CL)
firm, mottled tan -orange -light gay
_
I
E
5
Boring lerininated at 10 feel.
_
I
I I
- -
-
-
11
GeoEnvironmental Resources, Inc. 2712 5outhem Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials.
GeoEnvironnlental Resources, Inc. Geotechnical&Industrial Engineering Consultants
Boring4- PB-8 (Page I oft)
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/2712013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishhurne Drilling
Drilt Method: 24/4" HSA
Depth ft): 10.0
Elevation (ft.): 30.5
Client; C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
tt m
Depth
ft m
Lith-
olo gy
Material Description
Ground
Water
Comments
S
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
-30
-25
-20
-15
9
8
7
6
4
g
ill
15
3
4
5
5" Asphalt, 2" Crushed Stone (approx.)
Slightly Silty SAND (SP-SM)
Finn to loose, brown to tan and orange, fine
�z
s
s
,
'
s
-t3
-
-
I
i .
Silty SAND (SNI)
_ Louse, brown and orange, fine
g
I
:� •::;
X. ;
�.
Clayey SAND (SC)
Loose, mottled gray with orange, fine
- -
-
-
7
�
-
Silty, Low Plasticity CLAY (CL)
Finn, mottled tan -orange -light gray, trace
sand
-
-
--
- 6
Boring terminated at 10 *et.
-
gL
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757.463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Weriats,
GcoEnvironmental Resources, Inc. Geolechnieal & Industrial Engineering Cansu9 ltants
Boling #: r D-(page 1 of )
Project: P-1344 Special Ops Training Complex 'GER
Project Nuinbcr: 110-6171
Date Drilled: 6/28/2013
Lwation: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" HSA
Depth (&), 10.0
Elevation (ft.): 52.0 Client: C. Allan Bamforth, Jr.
l mi-tnerType: Automatic
Elevation
fl In
Dcpth
li m
Lith-
ology
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/foot) 50
-50—
—45
-40
—35
l5
l4
i2
!1
to-
1a
15
2
3
4
5
6
:r.
Topsoil like material
,
b
e
r
s
5
s
—
95
—
r x' FILL
4x� Sampled as silty sand, gray, brown and
black, line, mixed with wood and trace
organic material
. y
YV
x'
T
—
——
_
-
14
I
€f
I
I
_
;•
__
Clean SAND (SP)
Loose to very loose, tan to orange, fine to
medium, trace clay
— —
MT
l
3
�r
4—
t
I
Boring terminated at 10 feet.
_
I
I
I
GwEnvironmenta4 Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants
Bonin #: PB- V Page l Of 1
$ ( )
Project: P-1349 Special Ops Training Complex
GER Project Number: l 10-6171
Date Drilled: 6/28/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" HSA
Depth (ft): 10.0
Elevation (ft.): 49.5
FCI,,nt. C. Allan Bamforth, Jr.
Hamtner Type: Automatic
Elevation
fl m
Depth
ft m
Lith-
°logy
Material Description
Ground
Water
Comments
S
P
Uncorrected
Penetration Resistance (blows/toot)
U a 50
-45
-40
-35--
-3U
15
14
13
12
1�
5
1 U
15
2
-
3
4
5
6
, Q'
S" Crushed Stone (approx.)
C
,
,
g
I
'�
'
'*
k'S7 n`
� 'h
9
FILL
Sampled as sandy clay to clayey sand, dark
gray and brown, some silt, trace to little
wood and organic material
!
+11
I
�
`
:
-
-
---
-
--
-
-
Clean SAND (SP)
Loose, tan, fine to medium_T1
14
Boring terminated at 10 feet.
j
E
i
_
III
E
E
I
I
I
I
I
I
ELF
I
I
I
i
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 wvw.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Ilnc. GBotechnical&b-dustriatEngineering Consuitalft
Boring #: p�-� Page 1 of i
b (Page )
Project: P-1349 Special Ops Training Complex I GER Project Number: 110-6171
Date Drilled: 6/28/2013
Location: Stone Bay, h1CB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" HSA
Depth (ft.): 10.0
Elevation (ft.): 53.5
Client: C. Allan Bamforth, Jr.
Htuttrner Type: Automatic
Elevation
Il [n
Depth
Il m
Lith-
ologY
Material Description
Ground
Water
Comments
5
T
Uncorrected
0 Penetration Resistance (blows/foot) 25 50
16
sl)
14-
-45_
13
—4a
_
II
-35
1 S1
15-
2
-
3
?
Ix
FILL
Silty sand, brown and black, mixed with
asphalt and crushed stone
e
5
s
s
°
5
7
3
9
-
11
_ _
_
I
r
I
{
r
Slightly Silty SAND (SP-SM)
Finn to loose, tan, tine
-
11
7ST
I
I
/
I,
Silty, Low Plasticity CLAY (CL)
Finn, light gray, trace sand
5-
-
-
-
Slightly Silty SAND (SP-SsNI)
Loose, orange, fine to medium, trace clay
-
8
•
i
I
I HT
Boring tcrnunatcd at 10 feet.
-W--_
-
I
1
111
I!
Hill_
I
TT
-TT
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

SOIL BORING RECORD
Groundwater, er, Hazardous Materials,
GeoEnvironmental Resources Inc.
goring No: PP_I
GetecnicalEnvironmental,
, Geotechnical &Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
G> R Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6126/2013
Depth (ft.): 10.0
Elevation (fi.): 32.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-114" HSA
Elevation
Depth
Lith-
olo
Material Description
p
Ground
Water
Comments
fi. in
ft. In
Topsoil/1-orest Debris
Slightly Silty SAND (SP-SM)
Very loose, dark gray and brown, fine, trace
roots
-
Silty SAND (SM)
—30
Very loose to loose, grayish -brown to tan
and brown, fine, trace roots
Estimated SHWT @ EL 27.5
L
.
5
_..
;� ' c j
Clayey SAND (SC)
Louse, mottled tan -orange -light gray, fine,
8
; :
trace roots
2—Sandy,
Low Plasticity CLAY (CL)
—25
/
Finn, mottled gray with orange, trace roots
7
-
lU
3
Boring terminated at 10 feet.
—2U
6
a
-
15
S
5
—15
L-4
6

4
SOIL BORING RECORD
CeoEnvironmental Resources, Inc. Environmental, Groundwater, Hazardous Materials,
Geotechnical & Industrial Engineering Consultants
Boring No: PP-2
Sheet No: 1 of I
Project: P-1349 Special Ops Training Complex
GGR Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 35.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Uth-
Material Description
Ground
Comments
11, m
ft,
l'opsoil/Forest Debris
Slightly Silty SAND (SP-SM)
Very loose, dark grayish -brown, fine
Perched water table
Estiunatcd SH WT r7 EL 33.5
Silty SA -ND (SM)
10
. ;'. !
Firm, black to dark brown, fine to medium,
7
trace clay
:
t
—30
5
'
-
____------
2
Silty5A\b{S\I)
Finn, light gray, nine to medium
8
10
Boring terminated at 10 feet.
7
—20
15
5
5
6

r
a
SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
goring No: PP-3
� Geotechnit:al &Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Qps Training Complex
GER Project Number: l 10-6171
Location: Stone Bay, NICB Camp Lejeune, NC
Driller: Fisliburne Drilling
Date: 6/26/2013
Depth ft): 10.0
Elevation ft): 31.5
LClient: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
olo '
Material Description
p
Ground
Water
Comments
inft.
—_
TopsoillForest Debris
Slightly Silty SAND (SP-SIN 1)
Very loose, black to gray, line, some roots
—30
Estimated SHWT u@ EL 30.0
Silty SAND (S�1)
9
Firm, dark brown to brown, fine, partly
Hardpan layer @ EL 29.5
1
cemented at 2 feet
-
1
i
Q
/
Silty, Low Plasticity CLAY (CL)
-
Stiff to firm, mottled tan -orange -light gray,
trace roots, trace sand
5-
8
—25
2
7
/
10
3
Boring terminated at 10 feet.
—20
6
4
5
15
—15
5
4
6

SOIL BORING RECORD
GeoEnvironmenta! Resources, Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: PP-4
Geotechnical 8. Industrial Engineering Consultants
Sheet into: 1 of l
Project: P-1344 Special Ops Training Complex
GER Project Number. 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 34.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" 11SA
Elevation
Depth
Lith-
ol o
Material Description
Ground
Water
Comments
ft. inm
R.
�'
}
Topsoil/Forest Debris
Slightly Silty SAND (SP-SM)
—10
_
Very loose, black to light gray, tine, truce
T
roots
-
Perched water table
Estimated SHWT @ EL 32.6
Silty SA 'D (S,,.1)
Loose, dark brown to grayish -brown, fine.
trace roots, trace clay
—30
I
2
q
I�
Sandy, Low Plasticity CLAY (CL)
2Finn
A
to soft, light gray, trace roots
._g
—25
-
10
3
Boring terminated at 10 feet.
_
7
_
—20
_
t
C
-
15
s
5
—13
G

a
SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Baring No: PP-5
a Geotechnical & Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Gps Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
rquipmcnt: 2-1/4" HSA
Depth (ft,): 10.0
Elevation (ft.): 35.5
Client: C. Allan 8amforth, Jr.
lilcvation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
fl, m
m
_R.
Topsoil/Forest Debris
35
Perched water table
1.
Slightly Silty SAND (SP-SNI)
Very loose, gay and black, fine, trace roots
Estimated SHWT @ EL 34.8
Silty SAND (SNt)
-
Very loose to loose, dark brown to
grayish -brown, fine, trace roots, trice clay
10
5
�I
30'
9
2
g
!0
3
-
Boring terminated at 10 feet.
—25
7
4
15
—20
G
5
5
-
6

SOIL BORING RECORD
GcoEnvironmental Resources Inc, Environmental, Groundwater, Hazardous Materials,
Boring No: PP-6
� Geotechnical &Industrial Engineering Consultants
Sheet No: I of l
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (fi.): 10.0
Elevation (ft.): 32.0 Client: C. Allan Bamforth, Jr.
Equipment: 2-114" HSA
Elevation
Depth
Lith-
ology
Material Description
p
Ground
Water
Comments
ft. in
R,
} r
TopsoiUForest Debris
Slightly Silty SAND (SP-SM)
Very loose, black to dark grayish -brown,
fine, trace organic material
Silty SAND (SM)
—30•'•
i
firm to dense, dark brown to browm, fine,
partly cemented at 3 feet
9
I
,�,'.
L-stimated SHWT cQ EL 29.0 based on hardpan layer
5
8
/
Silty, Low Plasticity CLAY (CL)
SniTto soft, mottled tan and light gray, trace
sand
2
/-25
7
10
3
Boring terminated at 10 feet.
—2U
6
4
-
l5
5
S
—l5
i
4
i
C

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental. Hazardousnkultants'
Boring No: PP-7
g
Industrial En,
� GepteChnical 8 Industrial Engineering Consultants
Sheet No: l of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (1!1): 10.0
Elevation (ft.): 34.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" 1-1SA
Clevation
Depth
Lith-
olo
Material Description
Ground
Water
Comments
ft, m
li, in'�'
Topsoil/Forest Debris
-
T
Slightly Silty SAND (SP-SM)
Very loose, dark grayish -brown, tine, trace
T
Perched water table
_
roots
Estimated SHWT @ CL 33.5
I0
Silty SAND (SM)
Loose, black to dark brown, tine, trace clay
i_
Cl
—30
-
9
5
- --
Silty ---------------
2
Loose to very loose, gray, Me to medium
8
Lora Plasticity CLAY (CL)
-
/Sandy,
Sots, gay
--25
10
3
Boring terminaled at 10 fe%q.
7
4
—20
l5
S
S
—15
6—

r
i
SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: PP-8
Geotechnical & Industrial Engineering Consultants
Sheet No: I of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 30.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
°logy
Material Description
Ground
Water
Comments
0. m
ft. m
T.
Topsoil/Forest Debris
9
Slightly Silty SAND (SP-SM)
Very loose to loose, gray to broom and tan,
fine, some to trace roots
8
l
Estimated SHWT a EL 26.0 based on soil color and texture
:% •:;�'>
Clayey SAND (SC)
�''•�'
Loose to firm, mottled tan-orange4ight gray,
fine.
1
—25
5
2
j"
/Sandy,
Low Plasticity CLAY (CL)
/
Fim to stiff, mottled orange with bray
—20
6
10
3
Boring terminau�l at 10 tcct.
4
5
—l5
15
5
4
6

6
SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
BoringNo: PP-9
Geotechnical $ Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 33.5 Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" 11SA
Elevation
Depth
Lith-
alo
Material Description
Ground
Water
Comments
ft. m
il.
n'
TopsoiVForest Debris
Silty, Low Plasticity CLAY (CL)
—] 0
Soil, orange -brown
k
Slightly Silty SAND (SP-SN1)
Loose to Finn, gay to brown, fine, some
roots
-
'•
Perched water table
Estimated SH WT @ EL 31.0
Silty SAND (SNl)
Finn, black to dark brown, fine, trace clay
—30
1. ' . f
5
17
'i :;: ;
Clayey SAND (SC)
2
Loose, mottled tan -orange -gray, fine
8
/
Sandy, Low Plasticity CLAY (CL)
/
Finn, mottled gray with orange
—25
/
10
3
-
Boring terminaled at 10 feet.
4
—20
6
15
5
5
—15
6

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc.
Boring No: PP—l0
Geotechnical & Industrial Engineering Consultants
Shed No: 1 of 1
Project: P-1349 Special Qps Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCR Camp Lejeune, NC
Driller: Fishltnrne Drilling
Date: 6/26/2013
Depth (ft.): 10,0
Elevation (11): 36.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
ology
Material Description
p
Ground
Water
Comments
ft. inf},
m
}:r:}
Topsoil/Forest Debris
J
Estimated SH1ArT @ 131_ 35.5
Clean SAND (SIP)
—35
Very loose, dark gray to light gray, fine
perched water table
Silty SAND (SM)
_
�I
Loose, black to dark brown, fine, little routs
J
Slightly Silty SAND (SP-SM)
i Very loose to loose, dark brown to
grayish -brown, fine, trace clay
-
5
•I
—30
.
2
Clayey SAND (SC)
Loose, dark gray, fine
Boring terminated at 10 feet.
-�5
l�
—20
6
5
5

a
SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: PP-11
Geotechnical & Industrial Engineering Consultants
Sheet No: I of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (fl.): 10.0
Elevation (fl.): 33.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
°logy
Material Description
Ground
Water
Comments
ft. m
fl. m
Topsoil/Forest Debris
Clean SAND (SP)
1 Q
Very loose, black to gray, fine
—
Silty SAND (SN1)
Firm, black to brown, fine, partly cemented
..'"
j k
at 2.5 feet
7
Estimated SHWT @ EL 31.5
Hardpan layer @ EL 31.0
—3U
I.
9
Silty, Low Plasticity CLAY (CL)
-
-
2
Finn to soft, light gray, trace sand
8
/
—25
/
t0
3
Boring terminated at 10 feet.
4
—20
l5
5
5
l5

r
0
SOIL BORING RECORD
tal, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Environmental,
Boring No: PP-12
Geotechnical & Industrial Engineering Consultants
Sheet No: I of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Data 6127/2013
Depth (ft.): 10.0
Elevation (fl.): 30.5
TCfient: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
Material Description
Ground
Water
Comments
fl. m
fl. Inolob'y
o
2" Asphalt, 4" Crushed Stone (approx.)
—30V
Slightly Silty SAND (SP-SM)
9
Pirin, brown to white, fine
'
Silty SAND (SM)
LDose, orange brown, fine, trace clay
$
ff
5
'E
:/ :' '•
Clayey A, D (SC)
—25
%'•!''
Loosc, brown with orange, fine
��
Silty SAND (SM)
2
'•/
Firm, orange and tan, line
Estimated SHWT @ U 22.5 based on soil color and texture
Sand}', Lore Plasticity CLAY (CL)
Stiff, tan and fil�u gay
10
Baring ternunated at 10 feet,
--20
h
4-
-5
15
—15
5
4
V

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials, goring No: PP-13
Geolechnical & Industrial Engineering Consultants
Project: P-1349 Special Ops Training Complex GER Project Number: 110-6171 Sheet No: I of 1
Location: Stone Bay, MCB Camp Lejeune, NC Drillcr: Fishburne Drilling Date: 6/27/2013
Depth (ft.): 10.0 Elevation (ft.): 30.0 Client: C. Allan Bamforth, Jr. Equipment: 2-1/4" HSA
Elevation Depth Lith- Material Description Ground
R. Infi. inology P Water Comments
9 7
2" Asphalt, 4" Crushed Stone (approx.)
Slightly Silty SAND (SP-SM)
Firtn to loose, brown to tan, line
25 J _ I ! Luosc to firm, brown with orange to tan and
I light gray, fine, trace clay
a
20 10 3
13orin>; tcnninated at
nt-15 r V 15
a� I
?� —4
u
0
C
L
Ll
u
Estimated SH WT a EL 24.0 based on soil color and texture

SOIL BORING RECORD
CeoEnviranmental Resources,nvironmental, Groundwater, Hazardous Materials,
Inc.nc.
goring 1\io: P-1
Geoterhnical & Industrial Engineering Consultants
Sheet No: 1 of I
Project: P-1349 Special ©ps Training Complex
GER Project Number: 110-6171
Location: Stonc Bay, MCB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (11): 6.0
Elevation (ft.): 30.0
Client: C. Allan BamTorth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lith
Material Description
Ground
Water
Continents
fl, m
H. inolo�ry
Topsoil/Forest Debris
9
'
'•
Clean SAND (SP)
• , ,
Dark to light gray, fine, trace roots
Silty SAND (Sht)
Dark brown, fine to McdiuIT4 little roots
Slightly Silty SAND (SP-SM)
-
Brown to gray and dark gray, fine, trace
_
roots
I
7
Estimated SHWT Q EL 26.3
— 25
5—
-
Boring terminated at 6 feet.
2-
-7
—20
10
3
6
4
5
—15
l5
5
4
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: P_2
Geotechnical & Industrial Engineering Consultants
Sheet No: I of 1
Project: P-1349 Special Ops Training Complex
GE-R Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft.): 4.0
Elevation (ft.): 35.5
Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lith-
o lo
Material Description
Ground
Water
Comments
ft. m
fl, m
bry
} T:.
Topsoil/Forest Debris
—35
-
Estimated SHWT a EL 34.6
Clean SAND (SP)
'•
Black to gray, fine, trace roots
V
Silty SAND (SM)
—'
Dark brown, fine to medium, trace clay and
organic material
10
-
i
I Slightly Silty SAND (SP-SNI)
l
, 1
Light and dark gray, fine, trace roots
Boring terminaled at 4 feet.
5
—30
9
_
Z
8
10
3
—25
4
15
—20
6
5-
-5
6

SOIL BORING RECORD
GeoEnvironmental Resources, Inc. Environmental. Groundwater, Hazardous Materials,
Geotechnical & Industrial Engineering Consultants
Boring No: P-3
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft.): 7.0
Elevation (ft.): 32.4 FC, ient: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Continents
Il, to
fL in
r
Topsoil/Forest Debris
Clean SAND (SP)
Gray, fine, trace roots
Silly SAND (SM)
Black to brown, fine, trace clay, some roots
—30
•j
—9
•
T.
-
l;stimated SHWT Q EL 28.6
5
jf
d
Sandy Organic SILT (AIL)
Brown with black, traces of clay, roots and
peat
8
t
2
Boring terminated at 7 reel.
—25
7
10
—20
-
6
4—
-
15
5
5
—IS
4
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring ND: P-4A
Geotechnical & Industrial Engineering Consultants
Sheet No: l of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (1): 10.0
Elevation (ft.): 29.6
Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lith-
olo
Material Description
Ground
Water
Comments
11. m
ft. m
—
Topsoil
X.
Slightly Silty SAND (SP-SNl)
Brown to tan and light gray, fine, trace roots
Clayey SAND (SC)
Orange to tan, fine
—25
g
WEstimated SHT a EL 24.6 based on soil color and texture
/
Sandy, Low Plasticity CLAY (CL)
_
Mottled light gray with tan and orange, trace
_
7
2
/
/
roots
j:, �•
Clayey SAND (SC)
Mottled light tan and orange, fine
Sandy, Low Plasticity CLAY (CL)
Mottled tan with orange and light gray
-
—20
6
10
3
Boring ternunated at 10 feet.
5
4
—15
15
4
5
—10
3
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: P-4B
Geotechnical & Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, NICE Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (fl.): 10.0
Elevation (1): 29.5 Client: C. Allan Bamforth, Jr.
Equipment: }land Auger
Elevation
Depth
Lith-
°logy
Material Description
Ground
Water
Commentsft.
m
ft, m
+=:r;
Topsoil
-
Silty SAND (SM)
Brown, fine to medium, trace roots
Slightly Silty SAND (SP-SM)
-
Tan and brown, fine, trace organic material
•I•
Silty SAND (S,XI)
—25
_
' ' '
Light tan, fine, trace clay
'.''•�''
Clayey SAND (SC)
Light tan, fine
l
Estimated.SHWT a EL 21.0 based on soil color and texture
Sandy, Low Plasticity CLAY (CL)
Mottled tight gray with tan and orange
—20
6
i 0
3
Static ground water table not encountered
Boring terminated at 10 feet.
5
4
—15
15
4
5
—10
3
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Geotechnical & Industrial Engineering Consultants
goring No: P-5A
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, i4ICB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft.): 8.0
Elevation (ft.): 26.2 Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
ft. Inft.
to
Topsoil/Forest Debris
Slighih• Silty SAND (SP-SM)
—25
Black to gray, fine, trace roots
j
Clean SAND (SP)
Tan to light gray, fine, trace roots
7
]
Estimated SH WT G EL 21.9
5
—20
_ON
Sandv, Low Plasticity CLAY (CL)
6
2
Mottled light gray and orange
/
Boring terminated at 8 feet.
5
10
3
—15
4
q
15
—10
3
5
—2
6

SOIL BORING RECORD
GeoERvironmental Resources.,Inc, Environmental, Groundwater. Hazardous Materials, Boring No: P-SB
Geotechniral & Industrial Engineering Consultants b
Project: P-1349 Special Ops Training Complex GER Project Number: 110-6171 Sheet No: 1 of 1
Location: Stone Bay, MCB Camp Lejeune, NC Driller: GER Date: 2/19/2013
Depth (ft.): 10.0 Elevation (ft.): 29.2 Client: C. Allan Bamforth, Jr. Equipment: Hand Auger
Elevation Depth Lith- Material Description Ground
!1. to fi, m oloSy Water Comments
Topsoil
- Clean SAND (SP)
Brown to white, fine
25
5
Silty SAU\D (SM)
Orange, fine
C
!%•:,:; IaycySANQ(SC)
Tan and orange, fine, trace toots
2 J Mottled light gray and tun, truce roots
20 Silty, L.o Plasticity CLAY (CL)
Mottled light tan with orange and blue gray
tU 3
Borina terminated at 10 feet.
15
5
Estimated SHWT Q EL 23.2 based on soil color and texture

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: P_6
Geotechnical & Industrial Engineering Consultants
Sheet No: l of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft.): 10.0
Elevation (ft.): 25.0 Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lith-
alo
Material Description
p
Ground
Water
Comments
Il, m
R. m
b'Y
? 7
FILL
Brown silty sand mixed with topsoil, brick
x
and roots
Sandy, Low Plasticity CLAY (CL)
Tan and orange
Clayey SAND (SC)
7
�.-'/.�
Tan and orange, fine
Estimated SHWT cr EL 22.0 based on soil color and texture
Sandy, Low Plasticity CLAY (CL)
1
Mottled tan with orange and bray, trace
roots
'✓•'
%;,
Clayey SAND (SC)
Mottled tan with orange and light bray, fine,
•;l;
trace roots
20
6
5
Sandy, Low Plasticity CLAY (CL)
Mottled orange with tan and light gray, trace
roots
2
Clayey SAND (SC)
Mottled tan with orange and light gray, fine
Sandy, Low Plasticity CLAY (CL)
5
Mottled tan with orange and light gray
••
Clayey SAND 4C
/..X;
Mottled tan with orange and light gray, fine
.lam'•
15
10
3—:.
Statie ground water table not encountered
.___
Boring terminated at 10 feet.
4
4
—10
3
15
5
2
E

SOI I. BORING RECORD
Environmental, Groundwater, Hazardous Materials, CeoEnvironmental Resources, Inc. Geolechnical & Industrial Engineering ConsultantP_'�
s Boring no:
Project: P-1349 Special Ops Training Complex GER Project Number. 110-6171 Sheet No: 1 of 1
Location: Stone Bay, N'lCB Camp Lejeune, NC Driller: GER Date: 2/19/2013
Depth (ft.); 8.0 Elevation (ft.): 28.6 Client: C. Allan Bamforth, Jr. Equipment: Hand Auger
Clovation Depth Lith- MatGround
010 erial Description Water Coimnents
il, m fi, in 'logy
QT-1, Crushed stone mixed with topsoil
Slihtly --qn-� Tan, fine Silty SAND (5P-S11}
Orange to tan, line, trace clay
25
tan with orange and II
Low Plasticity CLAN
light gray and orange
2
at
—15
15
4
a
9
�
5
1
�EsthnatcdSHVffT@EL24,3
fine

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Geotechnical & Industrial Engineering Consultants
Boring No: p_gA
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, NICE Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft,): 5.0
Elevation (ft,): 39.0
Clicnt: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Uth-
olo
Material Description
P
Ground
Water
Comments
fl. m
ft. m
�'
T�
Topsofforest Debris
T
Slightly Silly SAND (SP-Si
Black to gray, fine, little roots
Estimated SHWT @ EL 37.0
Silt}', Lovr' Plasticity CLAY (CL)
Brown, trace roots, trace sand
_
11
1
Clean SAND (SP)
Brown to tan, fine to medium, trace roots
—35
5—Boring
terminated at 5 Ceet.
10
2
—30
9
10
3
8
4-
-25
15
7
5
20
6
6

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoElnvironmental Resources, Inc.
Boring No: P-8B
Geotechnical & Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft.): 2.5
Elevation (ft.): 38.0 Client: C. Allan Bamforth, Jr.
Equipment: [land Auger
Elevation
Depth
Lith-
stogy
Material Description
Ground
Water
Comment~
ft, nt
R. m
TopsoiVForest Debris
�r
Silty SAND (S11)
Black and brawn, fine, some roots
Estimated SHWT r@ EL 36.5
Boring terminated at IS feel,
—35
1
l0
S
z
—3U
9
!0
3
_
8
1
—2S
4
S
—20
6
6

El
TEST BORING RECORD
Envirwvnental, Groundwater, Harardous NFatcrials,
GeoEnvironmental Resources, Inc. Geotechnital& Industrial EngineeringConsultants
Boning #: ►SB-1 (page I of ?
B �'; ?)
Project: P-1349 Special Ops Training Complex
GER Project Number. 110-6171
Date Drilled: 6i25l2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 3" Mud Rotary
Depth (ft.): 60.0
Elevation (ft.): 28.0 Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
Depth
Lith-
olo =
Material Description
Ground
Water
Comments
S
P
Uncorrected
Penetration Resistance (blowsifoot)
a to
It ingy
T
0 25 50
g
Topsoil like material
'
,
_
9—
I
i
T
-I', -
Silty SAND (SNI)
Loose, brown to tan, fine
—25
,
7
I'
Slightly SAND (SP-SM)
l
fine loosetanSilty
Loose to very , ,
7
5
2
-
z
.2
I
I
I
! {
Silty SAND (SM)
Very loose to loose, dark brown to
2
.:: {
grayish -brown, fine, trace clay, trace toots
-
-
_
l
10
3
5
€
€
-
=
I
i-€
-15/%
4
Silty, High Plasticity CLAY (CH)
I
�/�
Very soft, gray, trace sand
4
15
I
i
PP=0.25
°
I
_
t
3
1
t
_
_10
3
5
�
°
I
l
Silty, Law Plasticity CLAY (CL)
Very soft, gray, trace sand
PP=0.25
2
20
I
I
I
I
I
I
1
I
5
7
°
PP=0.38
_
I
€
€
I
—0
0
o
t7_44-
-
I -
?0
9
•
€
c•:o
U :
Silty SAND and SHELL (SM)
Very loose to fu-nt, light gray, fine to coarse,
'
-
1
J�
partly cemented
p p
-s
to
o
..
silty SAND (SM)
hirm, greenish -gray, fine to medium, trace to-
_
-2
35
"
little shell fragments
r
-I
i
I
t—
12
GeoEnvironmental Resources, Inc. 2712 Southem Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www,geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical B Industrial Engineering Consultants
BoringSB-1 (Page #: {Pb 2 of 2 )
Project: P-1349 Special Ops `Graining Complex
GER Project Number: 110-6171
Date Drilled: 6/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Hishburne Drilling
Drill Method: 3" Mud Rotary
Depth (ft,): 60.0
Elevation (ft.): 28.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
ft in
Depth
fl inT
Lith-
olo
Material Description
Ground
Water
Comments
S
P
Uncorrected
Penetration Resistance (blowslfoot)
0 25 50
-4
.' .
Silty SAND (SM)
firm, greenish -gray, fine to medium, trace to
little shell fragments (continued)
I
— �€
I
I
I
l_
_
4 5
14
i_I_
--20
.. I •
-
-
!
19
I
I
-
15-
to
50-
11
s
g
1
19
I
12
5 5
• •
1
14
l
I
—
l
-
17
-
is
Silty SAND and SHELL (SM)
Very dense, light gray, cemented
I
I
_10
60
Boring terminated at 60 feet.
I
I
_ _j
_
--35
19
_L
-
--
-1
€�
-�
--
-1 l
_I_
65
20
-40
I
-
- -
21
-
-13
70
I !
€
!
1
I
-
22
- -
-_ !
-45
-
-14-1--
I
--
--
-
€-
#!
1 I_!
I_
€
_I
_
�-
I
75
23
-15
--50�-
241-
! --
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardo
us rvlaterials. Boring SB2
GeoEnvironmental Resources, Inc. GeotechniralBIndustrial Engineering Consultants s #: " (Page b 1 of )
Project: P-1344 Special Ops Training Complex GER Project Number: 110-6171 Date Drilled: 6/24/2013
Location: Stone Bay, MCB Camp Lejeune, NC Driller: Eishburne Drilling Drill Method: 4" Nlud Rotary
Depth (ft.): 60.0 Elevation (ft.): 30.0 Client: C. Allan Bamforth, Jr. Hammer Type: Automatic
Elevation Depth Lith- Ground S Uncorrected
olo Material Description Water Cotnments 1' Penetration Resistance (blows/foot)
m inft it T 0 25 50
y I I Topsoil minced with crushed stone a
l'
Silty SAND (SM)
Loose, brown to tan, fine
-
Slightly Silty SAND (SP-SM)
Loose, tan, fine
'
_
1L
Silty SAND (SM)
3
—25
5—
Loose, tan and orange, fmc, trace clay
'
3
_
2
I
J f
,
x
7
Sandy Low Plasticity CLAY (CL)
Firm to soft, mottled tan with orange
PP=1.0
—2U
6
l0
'
s
2
2
5
4 _
Silty, High Plasticity CLAY (Cll)
Very soft, gray, tract sand
o
PP=0.25
- 15
is-
5
n-
10 3 1 20 6
71
7
2
Silty, Low Plasticity CLAY (CL)
Very soft, gray to greenish -gray, trace sand
Z —0
n
D
z
Y
AJ
0
30
10
•'. �F
I' auiy a'xn" La+•1)
Very loose, dark gray, fine to coarse, trace
clay
4
:o
Silty SAND and SHELL (SM)
L
A
r Finn, gray and white, fine to coarse, trace
z
V
clay
--5
35
z
I l
v:
• a •r
2
a
-
Silty SAND (SM)
_,',:•
Loose to dense, greenish -gray, fine to
n
}
medium, trace clay, trace shell fragments
12—:I
l
PP=0.75
PP=o.s f o I I
III
III
III
PRIII
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA23452 757463-3200 www.gwonline.com

TEST BORING RECORD
Envlrormlental, Groundwater, Hazardous Materials,
CeoEnvironmental Resources, Inc. C,eotecilNcat & Industrial Engineering Consultants
13orin #: SB-2 (Page 2 of 2
g { )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/24/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: F'ishburne Drilling
Drill Method: 4" Mud Rotary
Depth (fl): 60.0
Elevation (ft.): 30.0 Client: C. Allan Bamiorth, Jr.
Hammcr-['ype: Automatic
Elevation
Depth
Lith-
Material Description
Ground
Water
Comments
S
Uncorrected
Penetration Resistance (blowslfoot)
0 m
ft in
T
0 25 50
-
Silty SAND (SM)
Loose to dense, greenish -gray, fne to
medium, trace clay, trace shell fragments
(continued)
—
-
—
_
--
13
y
,
10
1
--15
4
14
.
I'
_
-20
-6
50
-
16-.�
I
[
„
-
t
-
--25
-
-S
17
�. •
•1•:••
-
-
I
i
_�
1°
-y:
18
•I'. .
c
--30
60
5%4
I Boring terminated at 60 feet.
I
t
l
-11)
19
I
-
-
- -
_
-,=1-
--35
.,,
65
20
-r-
-
1---
-12
21-
-
-
-
-40
-13
70
22
I
I
I
I
-45
-14
75
23
I
€
I
I
I
I
t
t
i 5
24—
-
-
-r-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants
Bonn #: SB-3 1 of 2
(Page e Y, )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/24/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Drillcr: Fishburne Drilling
Drill Method: 3" Mud Rotary
Depth (ft.): 50.0
Elevation (ft.): 32.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
Depth
Lith-
Material Description
Ground
Water
Comments
S
T
Uncorrected
Penetration Resi2sncc(blows/foot)
ft m
ft inology
0 50
-30
-
-
8" Crushed Stone (approx.)
°
a
_
I
!I
—I
-18
1
I
-I-
1
I
!
! -
} . • '•
Silty SAND (SM)
Firm, brown and tan, lint
Slightly Silty SAND (SP-SM)
4
°
9
I
I
€
16
+
Finn to loose, tan and white, fine
!
8
e
17
€
I
!
E
I
€
'Y ;%.
;•%'.�
Clayey SAND (SC)
Loose, mottled =-orange-light gray, fine
-25
!
!
!
Sandy, Low Plasticity CLAY (CL)
�
4'
7
Solt to very soft, mottled tan with light gray
107
361
-
1
;
-
4.
-
-
PP=1.0
'
__TFT
!
-
-20
6
z
II
I
-
I
-
I!
-
-
_
4
❑
_,
I
!
15
FRI
5
-15
-
-
_
°
-
I11
-
Silty, High Plasticity CLAY (CH)
Very soft, dark gray, trace sand
6
PP=0.25
-
I
-]0
3
20
-
-�
7-
°
-
-0
€
!
!
€
!
_ I
€
!
I
I
_I
Silty, Low Plasticity CLAY (CL)
Very soil, gray to greenish -gray, trace sand
=
PP=0.38
i---
-l--
-}
--
--�
I
2
25
i
I-
5
r+1
11
t
i
9
PP=0.5--
-
-0
0
I—
=I-
-1--
-
]0
'
`
'•
Silty SAND and SHELL (SM)
-
-
20.
---.--.1
-�I-.-
-
7 L
Finn, dark gray and light gray, fine to
_
€
+♦
I
!
35
0•'
coarse, party cemented
24
1
_2
I
€
-
•
—
17—
•G
�•
a
—F
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23462 757-463-3200 www.geronline.com

TEST BORING RECORD
Environmental. Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechtreal & Industrial Engineering Consultants
Boring #: SB�J
g (Page ? Of 2 )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/2412013
Location: Stone Bay, b1CB Camp Lejeune, NC
Driller: Fishburne Drilling
Drili Method: 3" Mud Rotary
Depth (ft.): 50.0
Elevation (ft.): 32.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
Il m
Depth
li in
Lith-
°l0�
Material Description
Ground
Water
Comments
S
T
Uncorrected
Penetration Resistance (blowslfooi)
0 50
10
--20
-
--25
--30-
_
--35
--40
-3
.5
-7
-S
_ -l0
-12
-13
14
_
-
55
60
65
70
75
_
13
14
,{
17
1S
19
20
22 -
23
24
]
L =
7. �f
Silty SAND and SHELL (Shl)
Finn, dark gray and light gray, fine to
coarse, party cemented (continued)
-
- -
IF
Eff
I
l -
Silty SAND (SM)
Firm, greenish -gray, fine, trace clay, trace
shell fragments
5
I
Boring terminated at 50 feet.
I
i
-
-
-
-
- -
-
- -
- -
L±#4
ti
- -
'
_
-
-
-
-
t
--
-
l
-
i -
-
-_
_
-I
I
77
Geo[nvironmental Resources, Inc. 2712 Southem Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. GeotechnicaI B Industrial Engineering Consultants
Boring #: SB-4 (Page l of 1
b' { b )
Project: P-1349 Special Ops Training Complex
GER Project ]Number: 110-6171
Date Drilled: 6/2712013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 3" N1ud.Rotary
Depth (fi.): 25.0
Elevation (fi.): 27.5 Client: C. Allan Bamforth, Jr.
Hamner Type: Automatic
DeN-ation
Depth
Lith-
°lobT
Material Description
Ground
Water
Comments
S
T
Uncorrected
Penetration Resi 25nce (blows/foot)
fi m
it in
0 50
K
Topsoil mixed with crushed stone
Slightly Silty SAND (SP-SM)-
Loose, tan with white, fine
i
-25
9
-
-
1-
'. '•
' . 1.
Perched water
7
g
table
All
I
Silty, LowPlasticity CLAY (CL)
Soft to iinn, mottled tan -orange -light gray,
I I
I
-
trace sand
PP=0.75
:
,
-20
2
,
-
-
-
-
6
O
i
-
Silty SAND (Sk1)
5
3
j
Very loose, tan and orange, fine, trace clay
z
kk
-{
-
I
I
1 1
Silty, Low Plasticity CLAY (CL)
Sofl to eery soft, tan to gray, trace sand
-15-
1
1
4
°
°
p
_
4-
15
5-
I-
-
--
l
-
--
-10
3
°
1
Silty, High Plasticity CLAY (CH)
Very soft, gray, trace sand
-
2
20-
-
PP=0.25
-
I 4
I I
I
I
-
I I
-5
7-
-
i
25
Boring terminated at 25 foci.
8-
-0
0
30
9
i
I—
ii—
I
-1
II
--5
10
t-I--
_
-—--
2
---
—1
I 1
35
I-
1 t
--10
-3
1
_
+—��
12
I
I
l
I
I I
I
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronlire.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials'
GeoERvironmental Resources, SRC. Geotechnical&IndustrialEngineeringConsultant,
Borin #: SB-5 Pa e l of l
g ( g }
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/27/2013
Location: Stone Bay, MCB Camp Lejetme, NC
Driller: Fishburne Drilling
Drill Method: 3" Mud Rotary
Depth (1): 25.0
Elevation (1): 30.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
!1 to
Depth
ft m
Lith-
olo 6'Y
Material Description
Ground
Water
Comments
S
P
T
Uncorrected
Penetration Resistance (blowslfoot)
0 25 50
g
-
Topsoil like material
7
s
—
6
—
— —
— —I
-
Slightly Silty SANE) (SP-SM)
Loosc, brown to tan, fine—
_
'�' '•
Silty SAND (SUM)
Loose, tan and orange, fine, trace clay
8
1
7
I I
—25
7
5
2
-
I—
7—
Sandy, Low Plasticity CLAY (CL)
Firm to soft, mottled tan -orange -light gray
Silty, Low Plasticity CLAY (CL) — — — —--
Soft to fine, mottled light gray with orange,
trace to little sand lenses
—20
6
5
10
3
4—
Silty, Low Plasticity CLAY (CL)
Very soft, dark gray to greenish -gray, trace
sand—
_
—15
q
15
5
PP-0.25
1
I
I
1
_
I
I
—I
I
I
I
—
-10
3
-2
2a
6
7-
PI'=0.25
D
I
I I
I
I—
�I
—f—
-5
25
PP=0.5
0
i
I:LL
—
—
—
-
t
Boring tenninated at 25 Icet,
_
I
1
I
t8
--I
—
—
--
---
--
-a
0
30
g
to-
-
I
I
�
-
-
—
�
f
-
I
-
— 5
_2
35
i
12
I
—I
GeoEnvironmental Resources, Inc. 2712 Southem Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.gerontine.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnica18 Industrial Engineering Consultants
Boring #: SD-V l of 1
6 (Page e g )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 3" Mud Rotary
Depth (ft.): 12.0
Elevation (ft): 30.5
Client: C. Allan Bamforth, Jr.
Fiammer Type: Automatic
Elevation
tl in
Depth
tl ino10g1'
Lith-
Material Description
Ground
water
Comments
S
T
Uncorrected
0 Penetration Resis2[Snce (blows/fwt) 50
_30..:
9
Topsoil like material
°
,
5
{
I_
Silty SAND (SM)
Loose, brown to tan, fine
6
x
5
-
7:' %•
Clayey SAND (SC)
Loose to Finn, tan to brownish orange, fine,
-1---
I
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--
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- -.
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--
-25
-
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-
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a
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-
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I
i
—20
_
10
�o
----
—�—
--
Boring Ienninated at 12 feet.
4-
15
-
_
5
4
I
_
-10
3
20
6
I
_
7
_
'
__
2
--i
-
-
-
L--
25
-0
0
30
9
I
_
10
-
-
-
--5
35
-
-
I
12—
i
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I
I
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757A63-3200 www.geronline.cwm

TEST BORING RECORD
Inc.Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, IGeotethnical& Industrial Engineering Consultants
Boring #�: SB-7 (page l of 1
b' { b )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (fi)- 22.0
Client: C. Allan Bamforth, Jr.
Hamner Type: Automatic
Elevation
fi In
Depth
R ing
Lith-
olo
Material Description
Ground
Water
Comments
S
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
20
6
-Topsoil/Forest Debris
'
z
s
-�--
-
4L
4 }-
I
-
I
----
I i II
--
-
Silty SAND (SM)
Very loose, tan to brown and gray, fine,
some to trace roots
f
'
3
-
_
-l5-------------------
5-
5•
•..'
.
• �' •'
Sihy SAND (Sill)
Loose, dark brown, fine to medium, trace
'
�
5
I
I
I
t—I
I
I
I
-
-
4
organic material
-10
3
4
-
-!
-
�
Clayey SAND (SC)
Very loose, tan and light gray, fine
2
15
/
1
I
Silty, Lon' Plasticity CLAY (CL)
Very soft, gray, trace to little sand
_
-5
5
-
_
-
I
_
I-
20
PP=0.25
°
_ 7-1
I
I-
1
_
I
I
I
-0
0
1
25
PP=0.38
---—
Boring terminated at 25 feet.
--5
-2
--
I
-
--
-
- l 0
_
-3
30
9
10
-
I
i
I
I �-
-
-
-
-
�
-
-
-
--15-
-4
35
-
I
I
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l-
I
-(-
-51-
t _
I
12
i
1
GooERVlmnmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463.3200 www.gemnline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Ine. Geotechnical & Industrial Engineering Consultants
)30Ci#: SB-S
ri (Page 1 of 1 )
Project: P-1349 Special Ops Training Complex
GFR Project Number: 110-6171
Date Drilled: 6/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Dt•ill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (ft.): 25.0
Fc, C. Allan Bamforth, Jr.
Hanuner Type: Automatic
Elc'mtion
Depth
Lith-
ologry
Material Description
Ground
Water
Comments
5
P
Uncorrected
Penetration Resistance (blows/Coot)
ft m
ft m
0 25 50
?
Topsoil mixed with crushed stone
=
41
I
€
I
_
I
T.l-
1—
J'
I
Silty SAND (SM)
7
Very loose, brown and orange, fine, trace
-
clay
PerchedPerchedwater
1 _
table
Si ty, Low Plasticity CLAY (CL)
_
!
/
Soft, mottled tan -orange -light gray, some to
—
—
trace sand
z44+
—20
6
5
PP=1.0
PP=0.75
—15
f0
3
=
x
I
4
4-7
Silt}, Lo>tic P]asticity CLAP (CL)
o
_
I €
-M
Very soft, gray, trace sand
—
PP=0.5
—10
3
15
5
I
�
1
1
€
PP=0.25I-
-5
20
7
—0
0
2.5
Boring terminated at 25 Feet._
3
`
I
I
9
--5
30
I
€
€
—
I
I
I
€—
--10
-3
-4
35
1--
—
--
€
—€_—
€
I
I
I
€
i—
I
12
I
I
I
i
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, IRC. Geotechnical&IndustrialEngineeringConsultants
Burin #: SB-9 (page 1 of 1
6 ( )
Project: P-1349 Special Ops Training Complex
GER Project Number: l 10-6171
Date Drilled: 6/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 3" Mud Rotary
Depth (1): 25.0
Elevation (ft.): 26.5 Clicnt C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
0 m
Depth
11 m
Lith-
olu
Material Description
Ground
Water
Cotnmcnts
S
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
-25
_
—
Topsoil/Forest Debris
411 -
Sandy, Low Plasticity CLAY (CL)-
Sufl to firm, orange brown to mottled light-
gray and orange, trace roots
5
�
I�
i
-_
_1_-
--20
62
PP=1.25
3
g
_ _3S
- --
-
57t,
510
3
_I
4
4
Silty, Low Plasticity CLAY (CL) — — — —
Very soft, gray to greenish -gray, trace sand
—a
—
_
— —
_
— —
— —
_!
— —
IS
PP=0.25
—
i-
I
I
—
—lU
3
_
5
2
20
6
pp-0 5
n
—
� �_
l—i
—
—�
—
—
—
I I
—
--
_
---
I
I
_
—5
=
l
2—
+
I
-0
0
25
Boring terminated at 25 feet.
"1
30
9—
I
�—
(
I--
i
I
—
—
---
I
-
—
-
—
_
-
2
to
-
i
-
--
--10
3
35
1-I
1-4
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. %olechnical & Industrial Engineering Consultants
Boring #: SB-1 Q (page ) of 1
b ( g )
Project: P-1349 Special Ops Training Complex
GCR Project Number: 110-6171
Date Drilled: 6/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishhurne Drilling
Drill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (ft.): 21.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
Depth
Lith-
olo
Material Description
Ground
Water
Comments
S
P
Uncorrected
Penetration Resistance (blows/foot)
ft m
ft m
T
0 25 50
20
-
6
.'
' •
•:.�
Topsoil like material
UPlr 51f� m
°
_ ai I
s
Ii
I
_
I-
I
_ I -
Silty SAND (SAI)
Very loose to loose, gray with brown and
orange, fine, trace clay
.
3
�I�
1
,
I
5
3
I
I
I i
+ i
-15
-
5
2
'
,
Silty, Low Plasticity CLAY (CL)
Firm to soft, gray to mottled orange and tan,
trace sand
I
l i
I -i
i
i
- 4
PP-l.25
3
-
10
3
3
�7
i
_
-
61
—�
--
-10
3
Pr=l.s
2
4-
°
I
-3
15-
I
5
l
___
ss
Sandy, Low Plasticity' CLAY (CL)
Very soft, greenish -gray - - -
-
-
6
PP=0.25
-
20
i
-0
0
_I
i -
-'
cep
U '•
Silty SAND and SHELL (SM)
Dense, greenish -gay and white, line to
-
I
-
I
25-n
coarse, trace clay
14
_
I
-
I
T
-
•
Boring terminated at 25 feel.
-2
30
9
I
I i
i
I
I
i
I
i
E
-4-
-15
35
I
-
5
�-
-- I
-
--
-
-
I
12
-
!
�-
_�_
4--
-i- -
GeoEnvironmental Resources, inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA23452 757-463-3200 www.geronline.corn

TEST BORING RECORD
Environmental, Grounctwater, Hazardous Materials,
GeoEnvironmental Resources, InC. Geotechnical & Industrial Engineering Consultants
Boring #: SB-11
g (page I of l )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 3" Mud Rotary
Depth (R.): 25.0
Elevation (ft.): 23.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
It m
Depth
fl m
Lith
olo
Material Description
Ground
Water
Comments
5
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
�'.
iD
Topsoil like material
Probable fill in
upper 4 feet
,
-
t 8
_I=
-
-
i
!
-
Silty SAN(SM)
Loose, gray and brown, fine, same roots
-20
G
Silty, Low Plasticity CLAY (CL)
Firm to soft, mottled light gray with orange,
5
-
6! !
!
r
i
!
trace sand-I-
5
2
1 8
-15--
PP=1 5-
- 8
4
10
3
-
-_��
_ _
-
-
--
I
�-
-
-
-10
3
4
°
o
-3-
i
I
II
2
5-
_
1
I
-5
—
Silty, Low Plasticity CLAY (CL)
very soft, greenish -gray, trace sand
_
1
2a—
6—
PP=0.25
—I
I
-!)
0
7
_�
G o
�i
J.'
Silty SAND and SHELL (SM)
Dense, dark greenish -gray, fine to coarse,
trace clay
_
-�
_
_
25
,p
Boring terminated at 25 iect.
_
i
i_1
I
__5
I
!
I
i
--]0
-3
30
10
'
I
I
-4
35
H
-i-
-
-
-I
-
-
5
12
!
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.00m

CPTu SOUNDINGS
References: ASTM D 5778, "Standard Test Method for Performing Electronic Friction
Cone and Piezocone Penetration Testing of Soils," Annual Book of ASTM
Standards, Vol. 04.08, American Society for Testing and Materials, January 1996,
Lunne, T., Robertson, P.K., and Powell, J.J.M., "Cone Penetration Testing in
Geotechnical Practice," Spoon Press, 1997.
Riaund, J. L. and Miran, J., "The Cone Penetrometer Test," Publication No.
FHWA-SA-91-043, Final Report, U.S. Department of Transportation, Federal
Highway Administration, February 1992.
Contractor: ConeTec, Inc.
Procedures: The CPT is a profiling tool described in ASTM D 5778 and various other publications.
No physical soil sampling is conducted during the test. A compression model
electronic piezocone penetrometer with a 15 cm' tip and a 225 cmz friction sleeve
was used. The cone is designed with an equal end area friction sleeve and a tip end
area ratio of 0.8. Prior to testing, the cone internal force transducers were calibrated
in a laboratory. At the beginning of each sounding, the cone was outfitted with a
vacuum -saturated, 6 mm thick porous plastic pore pressure element that is located
immediately behind the tip (the uz location). The cone was advanced using a 15-ton
hydraulic ramset mounted in a 25-ton truck or on a 20-ton tracked vehicle. As the
cone was advanced into the ground, tip resistance (qc), sleeve friction (fs) and
dynamic pore water pressure (u) were recorded every 2.5 centimeters
(approximately every one inch).
Limitations: The enclosed testing records represent an interpretation of the subsurface conditions
encountered at the specific testing locations at the time explorations were made. It is
possible that subsurface conditions between testing locations will be different from
those indicated. Strata contacts and surface elevations, if shown, shall be considered
approximate and are referenced to project datum shown on the plans or described in
the geotechnical report unless noted otherwise.
GER

CPT SOIL BEHAVIOR TYPE (SBT)
KEY TO SBT COLORS SHOWN ON CPT LOGS
CPT RESISTANCE PROFILE LEGEND — NORMALIZED
■ Sensitive Fine Grained (Silts & Clays)
Organic Soils to Peat
■ Clay — Clay to Silty Clay
■ Silt Mixtures — Clayey Silt to Silty Clay
M Sand Mixtures —Silty Sand to Sandy Silt
❑ Sand — Clean Sand to Silty Sand
■ Gravelly Sand to Sand
Very Stiff Clay to Clayey Sand
Very Stiff Fine Grained Soils
Very Stiff Clay to Clayey Sand
CPT RESISTANCE PROFILE LEGEND — NON —NORMALIZED
■ Sensitive Fine Grained (Silts & Clays)
■ Organic Soils to Peat
Clay
■ Clay to Silty Clay
■ Clayey Silt to Silty Clay
■ Sandy Silt to Clayey Silt
• Notes
Soil behavior type is the classification
of the soil based on its behavior and
not necessarily the actual soil type
■ Silty Sand to Sandy Silt
❑ Sand to Silty Sand
u Sand
■ Gravelly Sand to Sand
■ Very Stiff Fine Grained (Silt & Clay)
■ Very Dense Sand to Clayey Sand
GER

P-1349 Special Operations Training Complex Cone Penetration Test CPT-1
Stone Bay, MCB Camp Lejeune, NC
QRL----W^- Project No: 110-6171
Test Date: Jun. 24, 2013 NorthingfLatitude: 34.58861 Total Depth: 58.7 (ft)
Est. Water Depth: 10 (ft) Easting/Longitude:-77.44353 Termination Criteria: Refusal
Rig/Operator: ConeTec Surface Elevation: 30 (ft) Cone Size: 15 Cfn2
Depth
Tip Resistance Sleeve Friction
Friction Ratio
Pore Pressure
SBT,
Equivalent
£Ian►
00
— Qt — f.
— Rr
— uz — — u,
MAI = 1
— Ns,,
M
(tsf) 06
(74
(psi)
75 150 225 300 1 2 3 4
1 2 3 4
0 20 40 60
10 100
0
30
Sands, Clean Sand to
Silty Sand
rJ.............
............. .. ... ... ...
.. _ ..
.. ... .............
.......,
25
Sands - Clean Sand to
Silty Sand
10
"' "' .."' "'...................
Silt Mixtures . Clay Silt to
20
Silly Clay
1
Sill Wdures - Clay Sin to
15
.. .. ... ... ..
.. :I....
Silty clay
.......
15
i
Silt Mixtures - Ctay Silt to
I
Silty Clay
20
.. .. ... .. .. .. .............
.. ............
;1.... ... ..
.......
1a
Silt Mixtures - Day Sill to
-
Silly Clay
25
... ;... ....... ... ....:...
... ...
I
I.... ... ..
.....
5
l
Silt Mixtures - ctay sin to
t
Silly Clay
.. ... ..... ..... ;...... ..........
.... ... .-
.. .A...: ..
........i....i..;.{.;
Q
35
...... ................ .....
i .
.............
-5
i
40
.... ..y........... ..... 5...... ............:... .. �......
...,....., .... a......
3... �..}..... {...... �. ..
............ i.}iir•
-10
j -
,
Sand Mixtures - Silty
i
t
Sand to Sandy Silt
t.:.....
i 4$
:. ._..............
.....�... .C...................
... ..- ... ..
.. ...... :.....
Sand Mndures - Silly
..............�....l.
-15
:7
7
[
Sand to Sandy Silt
�¢ 50
.. .. ... .. .. .. ...
._ .. ....t.....
....�' ... ... ..
............
-20
o
k
Sands - Clean Sand to
€ 55
............ ... .. ..
.. ... ... ..
....�......:......:.....
Silly Sand
............
-25
Sand MiAvres -Silty
i
Sand to Sandy Silt
o
o111111111
� Page 1 of 1
Bedranic Filename: 13-55027 CP01.be/PT-1

SHEAR WAVE VELOCITY TESTS
GER

CO� ConeTec Shear Wave Velocity Data Reduction Sheet
-w
Hole: CPT-1
Location: P-1349 Special Operations Training Complex
Cone: AD349
Date: 24-Jun-13
Source: Beam
Source Depth 0.00 m
Source Offset 2.15 m
Tip Depth
Geophone
Travel Path
Interval time
Velocity
Velocity
Interval
Interval
(m)
Depth(m)
(m)
(ms)
(m/s)
(ft/s)
Depth (m)
Depth (ft)
0.00
3.05
2.85
3.57
4.60
4.40
4.90
7.45
178.1
584.3
3.62
11.89
6.10
5.90
6.28
8.62
160.4
526.4
5.15
16.90
7.65
7.45
7.75
10.65
138.4
454.1
6.67
21.90
9.15
8.95
9.20
7.86
184.6
605.5
8.20
26.90
10.70
10.50
10.72
4.91
308.0
1010.4
9.72
31.91
12.20
12.00
12.19
2.79
528.3
1733.2
11.25
36.91
13.75
13.55
13.72
3.61
423.6
1389.6
12.77
41.91
15.25
15.05
15.20
2.52
589.7
1934.7
14.30
46.92
16.80
16.60
16.74
3.12
492.7
1616.6
15.82
51.92
17.90
17.70
17.83
2.57
424.7
1393.4
17.15
56.27

FIELD PERMEABILITY TESTS
GER

MFASIIRFMFNT AF FTFI n SATIIRATFD HYDRAtILTC C0Nn"CTTVTTY
Project: P-1349 Special Operations Training Complex
Location: Stone Bay, MCB Camp Lejeune, NC
GER Project #: 110-6171
V.- Nnenlal
G=d-ata,
MI-d- Ma[CflaW
. ,.I`MY9. `al
hd..tr.yqf ane
Client: C. Allan Bamforth,
Jr. Engineer -Surveyor, Ltd.
Go*Fndmnmental
ft., rces. kw.
Contract #: N40085-10-D-5304
Conadtkq Enptneen
Boring/Test No: BMP-1 0 3.06
Setup Data
Test Date: 26-Jun-13
Investigator:
CFC
Test Depth: 91.4
H (cm) Depth to Water Table:
213.4
S (cm)
Borehole Diameter: 8.3
2r (cm) Depth to Impermeable:
152.4
(cm)
Reservoir Height: 30.5
D (cm) Reservoir Area:
81.1
A (cmz)
Constant Head: 20.0
h (cm) Water Temperature:
24
(°C)
Soil Description: SAND SP-SM tan
Fine Soil Alpha:
0.12
Field Readings
ReadingTime Actual
_.. Now HH:mm:ss�_
Reservoir Level Time Interval _Water Consum on
-------._._._..
- -Scm� --- �m��_...__j---____�min�-------1--� �_ ...gym. ��.__.
._ __ _Flow Rake
_L.M/Tnh ini
0
7:24:00
19
2110
1
7:24:19
16
2353
--------
0.3
3
9.47
--
7688.06__
2
3
�_---
7:24:34
7:24:46
-------------------
14
12
------------------
2515
2677
----------------------
0.2
0.2
------------
2
2
_243_-
162
162
8.00
10.00
648.59
---------------
4
----------------------
-
7:25:02
-
10
--
2839
----
---------
0.3
-----------
2
---
162
--------
-----
7.50
------
---810.73---
--
I 608.05
---
5
6
_- 7:25:18
7:25:33
8
6
3001
3164
0.3
0.3
2
2
_ 162
162
7'50
8.041
1 608.05
648.59
7
7,25:50
4
3326
0.3
2
162
7.06-
572.28
------------------------
8
-------
7:26:06
2
3488
0.3
2
162
----
7.50
608-05
------------------
900.0
a00.0
7.
d 600.0
500.0
c 400.0
t` 300.0
200.0
100.0
0.0
0 1
2 3 4 5
6 7
8
9
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Krsat
L = 141.9
LJh = 7,10
by US Bureau of Reclamation, 1990
Ktsat =
0.334
cm/min
h/r = 4.85
Kt,at =
7.891
in/hr
C = 1.70
by ReynOds et al., 1993
Kt.t =
0.299
cm/min
Vk/V, = 1.13
Kteat =
7,063
in/hr
AVG =
0.317
7.48
cm/min
in hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
En rkon entaI
Groundwater
Location: Stone Bay, MCB Camp Le1eune, NC
11-dous Matari a%
R
na�stnalHygaq
GER Project #: 110.6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
'
C�oEnd
onmen �I Resour , Inc.
Contract #: N40085-10-D-5304
consuNirg Engineer
Boring/Test No: BM P-2 4.00
Setup Data
Test Date: 26-Jun-13
Investigator: CFC
Test Depth: 121.9 H (cm)
Depth to Water Table: 213.4
S
(cm)
Borehole Diameter: 8.3 2r (cm)
Depth to Impermeable: 213.4
(cm)
Reservoir Height: 0.3 D (cm)
Reservoir Area: 81.1
A
(cm2)
Constant Head: 20.0 h (cm)
Water Temperature: 24
(°C)
Soil Description: Silty SAND (SM), orange -brown,
fine Soil Alpha: 0.12
Field Readings
-------T---------------------------r
Reading
...��....... - - -
Time Actual Reservoir Level Time Interval Water Consumption
-- -
Flow Rate
No.
HH:mmas I Cm
mL min) cm
'
---------------------------------------
mL
cm min mL min
�' L
-------------------------
0-----
-� ------ - _
17
- - - -- ------- • - - •--
j 2272 i
- --�--1
--
'
------------1- ...._. _
........................ ---(------------------------------
__- 7.36-34 - 4-------1---------�------2353------a---------1 6---------�----- 1--+------81------
--
--- �=64----►--- -- 75
2
7:37:55 I 15
2434 1.3 1 I
81
0.74 60.05
-- - - -
3
- - --- -------- F---- ----------
1
s 14
-F ------------------- i----------- --- -- --- -- -- - - -
I 2515 I 1.4 1 81
--- ---- t -
0.7i_-_;___ 57.23__
_ _____
4-
_-_____7.39- - -- -
I 7-40-------13
--------
t - - ---- - i - - - - t --
2596 1
t-
___
-757.91
-
-- 5
--
�07
--- --------=-------
- - i - s�-- _}...
.......
0.7Z- 58.61
-------------- ______
____ ----_._..------- -__a---- _.._------- ____�__ __.__._ �j_______________--
_ - --
- - _ -
--------------- a - -- ----------- --�
- - - --
i
I
- - - --
- ------------------ - -----
- - - ---- ----------------
-- - - - - ----------
1- -- - -----------------------•---------- -- ----------
--------------!---- ------ -
- --- -
-----_--------- -------
70.0
60.0
50.0
a
40.0
30.0
u=0
20.0
10.0
0.0
0 1
2 3 4
5
6
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Kr�t
L = 111.4
L/h = 5.57
by US Bureau of Reclamation, 1990 Krsat =
0.033 cm/min
h/r = 4.85
Krw =
0.789 in/hr
C = 1.70
by Reynolds et al., 1993 Kr,,,t =
0.029 cm/min
Vk/V, = 1.13
Krsat =
0.678 in/hr
AVG =
0.031 cm/min
0.73 in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Operations
GER ProjectLocation: Stone Bay, MCB Camp Lejeune, NC
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
Contract #: I1 0-113-5304
'G HyV.n.
oE­i­­—t.1 R­­.. I.. I
�FR
:, ./Test No:rl 1
Setup Data
Test D.Investigator: CFC
Test Depth: 121.9 H (cm) Depth to Water Table: 213.4
Borehole - Depth to Impermeable
Reservoir Height: 1 r
Constant.. 20.0Temperature:
Soil Description:orang2 and r.n, fine — Soil Alpha:0.12
5 (cm)
Field Readings
.•ingTime
Actual.
.sui&n
1
1 11
1
•1 1:
.•
1 1
1
1
� 1 •
iiiiiiiiii
iiiiiiiiiiiiiii
iiiiiiiiii
1
Calculations
Field Saturated Hydraulic Conductivity,
of • 991 0.032
i
1 by Reynolds '• 0.027
1
0.029
0.70

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTTVITY
Project: P-1349 Special Operations Training Complex
F.n yr me„lal
Gsou"dwaf or
Han rd ous Mafnrials
Location: Stone Ba MCB Cam Le-eune, NC®fawn
Y, p 1
i°a'
hd�sfri�iriyv+a"e
CyEiZ Project #: 110-6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
'
GooEnaronmonrni
��o r�"5, inc.
Contract #: N40085-10-D-5304
cws„ffi gengi""ate
Boring/Test No: BMP-5 @ 2.59
Setup Data
Test Date: 26-Jun-13
Investigator: CFC
Test Depth: 76.2
H (cm) Depth to Water Tabfe: 274.3
S (cm)
Borehole Diameter: 8.3
2r (cm) Depth to Impermeable: 91A
(cm)
Reservoir Height: 45.7
D (cm) Reservoir Area: 81A
A (cmz)
Constant Head: 20.0
h (cm) Water Temperature; 24
(°C)
Soil Description: Silty SAND (SM),
brown, fine Soil Alpha: 0.12
Field Readings
---------------.------------i---------------------------r
Reading Time Actual
----------- ---------- -------------------- -- ------------------- -
I Reservoir Level Time Interval , Water Consumption
.__ -_ _---- - ---__-_-
r------- --------------- -----
Flow Rate _
No. ? HH:mmas
! cm mt ! min cm
�t )-------i----(-Tl----
mL
CTQ----•-i---1-
! cm min m
ipiJ-�---._:_�
------ ----- __-_.-------}--------------LT-1------•------
0 8:12.00 ! 21 1947 i I
-------------------------- --- = -----------t--------- ---------Y------- ------- ,---- -
-Ti
1 8.13:12
- --- - -
20 2029 I 1.2 1 I 81
--r - " - -- �- - -E --
0.83 67.56
a--------------- ------- -
2 8:14:33
19 2110 1.3 I 1 I
81
0.74 ; 60.05
- -----E--------
3 8:16:05
s------------------+----------------------+-------------f------81
I 18 e 2191 i 1.5 I 1 i
-----+-----�----►-----
.6552.87
- -- -- - - t-- -
4 8:17:39
- 1----------+--------------------- +------------ -r---------------
17 2272 1.6 1
81
i--------------- r 51.75
0.64
-------
5 --- -- - - ---- ------ -4
235317 1 �$1
.... .6--- ....... ------ .---- ._ ---------
--__1.6
---- ----
--- ---- -
6 8:20:56--
15 •---- 1
81
0.62 E 50.15
- -- - --
$22:34
- - -- - ---- - j ---- - -- ----- --
---�2434
- _ --- ---------- _--- ------- --------
14 2515 1.I7
---� -----------------+------------------- j---------------------- }--- ------------ +--------
81 ------
--- --------------
0.61 49.64
------E. _
----------------- ------------------
------------------ --- --- --------------- }---------------------- }--------------- i---------------
a-- -------- ---k---------------
�---
- --- ---- - ---------t----------------
-- F------ ---- t---- ----------------- }--------------- h------ -------
i-------------- f------- ---
- ----------------- -- - -• -- ------------ -------------------- ----------- ---------------------------t-----------------------------------------------,--------------
- - -- I - -- --- ----- = -- -- - - --- - ---=
- ------
I-----------------------------
80.0
70.0
60.0
40.0
30.0
-
20.0
10.0
-
0.0
0 1
2 3 4 5 6
7
a
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Kt,,t
L = 218.1
L/h = 10.91
by US Bureau of Reclamation, 1990 Kf,t =
0.028
cm/min
h/r = 4.85
Kf,, =
0.671
in/hr
C = 1.70
by Reynolds et al., 1993 Ktsat =
0.024
cm/min
VJVd = 1.13
Krsat =
0.574
in/hr
0.026
cm/min
LAVG =
0.62
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Location: Stone Bay' p � MCB Cam Le'eune, NC
GER Project #: 110-6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
Contract #: N40085-10-D-5304
Env -neat
Gr d-t-r
H-nrd.m M41ar1 pia
Gee -clinical
ha uehNl Hygi one
riCoE.-AMnm W Ft. rr:ns.1-
conaultlrq englneon
Boring/Test No: BMP-10 0 4.02
Setup Data
Test Date: 27-3un-13 Investigator: CFC
Test Depth: 121.9 H (cm) Depth to Water Table: 243.8 S (cm)
Borehole Diameter: 8.3 2r (cm) Depth to Impermeable: 243.8 (cm)
Reservoir Height: 0.3 D (cm) Reservoir Area: 81.1 A (cm)
Constant Head: 20.0 h (cm) Water Temperature: 27 (°C)
Soil Description: SAND (SP-SM),_tan, fine Soil Alpha: 0.12
Field Readings
Reading - Time Actual Reservoir Level
--------- - - - ----------------------------
Na. HH:mmas cm ! mL
o 18:29:00 i 20 1......zoz -----
1 18.29.27
----------- -----� - =- - + --1-------------2353 --
- --3 ----- --�- - 18 29:59 - -- �- - -3- ---- - --- 2596------
-- - - ---i------------------------ - t---- ----------- --- -- ------
4 _ 18.30.16 12 2677
- ------------------- -------------
- - 5 -- 18:3_0:34 _ 11- _ 2758
6 18:3a:52 -- - -10 2839
7 l 18:31.09 i 9 -3 2920
--------------------a---------------- - - -- - -- - - -- a-----------------
- j - - - - ---------- - -- I _----------- j-------------------
I ;
------------------ -- - --- ----- - - - - I - - - - - ---
Time Interval
I•
min
- ---------------
0.3 ________i__-__Z
------- 0.3--------I-------
---------------t-------
0.3
---------------------
__ 0.3
W 0.3
0.3
i
- ---- - ----- ---�-
Water Consumtion
cm
i---------------
__.___
------t-----
- - 1
-1 --
1----
_ 1- -
- - --
-----------
-----�-
mL
---------------
324
162-
81--------------- I
--------
81
--
----- 81 ___l3.33
_ 81
- 81
--------------
--------------
- ---- -
Flow Rate
---- - - --
cm min mL min
-------------- i-------------
8.89 720.65
- 7.50 - 606.05
--------- 3,75----t 304.02
---- -- t ------ ----
3.53 286.14
- -
_ 270.24 -
3 3.33 - ! 270.24
3.53 1 286.14
__..._- ---t - ------ - -
--------------}--------------
--
_ _ .._-�= -- -
800.0 -
700.0
600.0
500.o
# 400.0
300.0
- - - -_
4.
-
200.0
100.0 -
0.0
0 1 2 3 4 5 6 7 8
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Ki,i
L = 141.9
L/h = 7.10 by US Bureau of Reclamation, 1990 Kis,i = 0.158 cm/min
h/r = 4.85 Kiwi = 3.726 in/hr
C = 1.70 by Reynolds et al., 1993 Kiwi = 0.145 cm/min
Vk/Vd - 1.20 KI.t = 3.416 in/hr
AVG = 0.151 cm/min
3.57 In hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Envro nrne°lal
Groun dwnte,
H-rdous Matorinls
Location: Stone Say,MCB Cam Lejeune, NC
p 1
®`Hygi .
hduevalHyBivno
GER Project #: 110-6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.oEndmnm
w�I Res°°r`°eInc
Contract #: N40085-10-D-5304InM
Boring/Test No: BMP-11 0 3.5'
Setup Data
Test Date: 27-]un-13
Investigator: CFC
Test Depth: 106.7
H (cm) Depth to Water Table: 274.3
S (cm)
Borehole Diameter: 8.3
2r (cm) Depth to Impermeable: 243.E
(cm)
Reservoir Height: 15.2
D (cm) Reservoir Area: 81.1
A (cm)
Constant Head: 20.0
h (cm) Water Temperature: 27
CC)
Soil Description: SAND (SP-SM),
tan and white, fine Soi! Alpha: 0.12
Field Readings
-------- - - - - ----------
Readin Time Actual
----------------- -
Reservoir Level Time Interva# Water C----- tion
------
Flow Rate
-------------------
No. :m1 m
srn
m(cm mLjmiqj.
---- -- -
0 18:16:00 i 1947
*--------------
--� -- - - ----------------------------------------»---------•---
18:16:27 18 2191
243
6.67 540.49
--1- - ---� - - - - t -- -- { -
2 i 18:16:42 I 16 2353 1 0.2 2 I
162 i 8.00 648 59
_,
- _ 18:17:02-- -- 14 - 2515 - f-- - 0.3 - - )----- -2-----t-_--
---_ ----- - --
162
6-�� 486.44_
- - -3 - - - r - - -- ----- r - - --------t----------- ------t------- -t
4 � - 18:17:29 -- lz 2677 0.5 2
- - - �._ ...- - - - - -
i
- 162 : - 4.44 360.33 -
- --- - -- 5 --- - ---- 18.17:55 - 10 2839 0.4 - 2 -------
- -- - - - - - --- ----
-------------- - -
- - - - -- -#-- 18.18_19 ----------------- 3001 ----' 0.4 --
162
------ }--
162 ;
462
- --- -4- 374.18-
- 5,a - :- 405 37
7 18:18:44 I 6 3164 t- 0.4 I 2
162
4.80 389.15
--------- -------------- -------- -- -
- ----- --- -------- ---------------------- ---------- ----------- -------------
i
---------------- ------ i----- -------- --------- -- i--------------- -t------
------- i--
------------ t---------------
------------------- -------- '------------- ------
--------------------- --- --I-- ------- --------._.._
--- - Imo-__-_- -- --- - '-- ----- - _..J----------- -------- ------ ---------
. _ _ . _..... �_. • _ ^- - -- --- ---- ----- ---- ----- --- - ----- --t
------ -----------------------------
- -
-----------------------------
700.0
600.0
500.0
Y
400.0
0 300.0
LL
200.0
100.0
0.0
0
1 2 3 4 5 6
7
8
Reading No.
Calculations
Field Saturated Hydraulic Conductivityr
Kfsat
L = 187,6
L/h = 9.36
by US Bureau of Reclamation, 1990 Kf,dt =
0.227 cm/min
h/r = 4.85
Kf,t =
5.366 in/hr
C = 1.70
by Reynolds et al., 1993 Kft =
0.199 cm/min
VJVd = 1.20
Kr., =
4.694 in/hr
AVG =
0.213 cm/min
5.03 in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Location: Stone Bay,MCB Cam Le'eune, NC
P J
GER Project #: 1i0-6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
Contract #: N40085-10-D-5304
G nwmdrn+or
H Grp ors Yalari AFf
GnrechniW
hd--"r Hyg e
ConFR.EnW�­�talResmrcm Im
Boring/Test No: BMR-1210
3.06
Test Date:
Test Depth:
Borehole Diameter:
Reservoir Height:
Constant Head:
Soil Description:
Setup Data
28-Jun-13
91.4 H (cm) Depth
8.3 2r (cm) Depth to
30.5 D (cm)
20.0 h (cm) Water
Silty SAND (SM), dark gray, fine, w/ organics
Investigator: CFC
to Water Table: 152.4 S (cm)
Impermeable: 213.4 (cm)
Reservoir Area: 81.1 A (cm)
Temperature: 24 (°C)
Soil Alpha: 0.12
------
-Reading
No.
............................y_.-__
----------- 4 - --
1
2 -
3
- - ----- -
_ 4
5
-- - - ----------------------------
------------------
---------------- -
------.---------------------
Time Actual
i �HH. mm ss� __-
--- 12.10,00 -_
12:12:50
12:14:24
1 12:16:12
t -- -- - --
12.18:01 -
12:19:49 -
-4
_ Reservoir
- _�cm} - i-m��
-18
16
-15
14 ---
-- ---- --
--13---- -
I 12
-.--
--------------------
---- ----
-
Field Readings
----I---------
Level
-_--._. -
-2191
2353
2434_____
-2515
- - --
------2596-----
I 2677
------------
----------------- -
--
--- -I --
Time Interval Water Consumption
(min)- ' �cm
_ -
-------(------------
_ _____-- 8 _- z
1-- 1
- - - 1.8 - - 1 -
- -------- t---------------
------- --- i- -- 1 -
1.8 1
- - - - - ' ----------
---------
r---
;
- (mLi -;
---•-----------
162
81 -__ _
fi $1- -
------- - -
81- - a
81
--- ---
------
----- ------------- --
- Flow Rate -
�cmjmin� i �mLLmin�
---------------(------------
0.71 57.23
-__-0.64____ -__ 51.75
0-16 - f 45_04--
t
0.55 -- --t - 44_63
_0.56 45_04
-- ----•---- -
I
------- ---- ----
---------
------Et�,
------ -----
-----------------
------ -
70.0
60,0
50.0
CM 40.0
0 30.0
--
20.0
-
10.0
0.0
0 1 2
Reading
3 4 5 6
No.
L =
L/h =
h/r =
C =
V,/V,
Calculations
81.0
4.05 by US Bureau of Reclamation,
4.85
1.70 by Reynolds
= 1.13
Field Saturated Hydraulic Conductivity, Kf.t
1990 Kisat = 0.026 cm/min
Kt,t = 0.615 in/hr
et al., 1993 Kt,,t = 0.022 cm/min
K��, = 0.520 in/hr
AVG = 0.024 cm/min
O.S7 In hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
En vko entaI
Grnun d-ter
Haard- Materials
Location: Stone Bay,MCB Cam Le'eune, NC
P 1
Ge°l Hygi cal
Ytdu�trearFiygr.ne
GEZ Project #: 110-6171
Client: C_ Allan Bamforth, Jr. Engineer -Surveyor, Ltd.Contract
R5°°"°'' inc.
#: N40085-10-D-5304
CorJ,M_'_n'_'­ntaI
Boring/Test No: BMP-13 1.5'
Setup Data
Test Date: 28-Jun-13 Investigator: CFC
Test Depth: 45.7 H (cm) Depth to Water Table: 91.4
S (cm)
Borehole Diameter: 8.3 2r (cm) Depth to Impermeable: 152.4
(cm)
Reservoir Height: 76.2 D (cm) Reservoir Area: 81.1
A (cm2)
Constant Head: 20.0 h (cm) Water Temperature: 24
CC)
Soil Description: Silty SAND (SM), brown, fine, trace roots Soil Alpha: 0.12
Feld Readings
---- -----•-------------------
Reading Time Actual Reservoir Level Time Interval Water Consumption
--------------- ------------------------- --------------
; Flow Rate
- - - - - - - -
No_ HH:mmas ! cm ! mL min cm
�- (----
mL
cm min m min
1 - '
- - - - - -------•------- - • ---�-
0 12:46:00 i 23 i 1785 i
- -
1 12,49:03 ; 20 2029 3A 3
243
-----------------------4-----------=---------------------------- ------------------- 4-------------- --- +----..---- -----►---------------4------
2 12:50:11 19 2110 1.1 1 t 81
-------+--- --------
0.88 71.54
---------------------------4-----------t------- - +-------t-- - - - - -----
3 12:51:27 I 18 2191 13 I 1 81
- t --
1 D.79 64.01
- - t-- - - t----- --------------- r------------------- t---------------------- t----- -- - - --------i------
4 12:52:38 y 17 2272 1.2 ; 1 B1
- r
; 0.85 68.51
5 --0 16-----------
---------------•--------
0.83 67 56
----------------------- ----1------ -- - ---' -------i-------------(-----51------j
- - ---------- ------
6 12:55:04 ! 15 2434 1.2 ! 1 !
-- • - - --------------T---------- ------ -- - _- - -
81
-
0.81 i 65.74
---------------r--------------
------------------- - - - - + - -- --4 --- -- +--- - - E---------------
a--------------- F--------------
I------------------------
------- ---------------- f--------- -------------- -------------------------------------------- ---------- -- i----- -- ----E---------
i---------------1-------------
------------------------!------------------------- t------------------fi--- ------------ ----1---- ---------- f--..-_------- t------ -------
i---------- ---------------
t
t e
i
________________________________________________»..r.-...«..----..---»-....-.----.-
90.0 - -
80 0 -
_
70.0
a 60.0
s0.0
-
0 40.0
30.0
20.0
10.0
0.0
0 1 2 3 4 5
6
7
Reading No,
Calculatlons
Field Saturated Hydraulic Conductivity,
Kf�r
L = 65.7
L/h = 3.29 by US Bureau of Reclamation, 1990 Kr�at =
0.037
cm/min
h/r = 4.85 Kfsat =
0.883
in/hr
C = 1,70 by Reynolds et al., 1993 Kf,t =
0.033
cm/min
V,/V,, = 1,13 Kf,,t =
0.780
in/hr
AVG =
0.035
cm/min
0.83
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Location: Stone Bay, MC8 Camp Lejeune, NC
GER Project #: 110-6171 Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
#: N40085-10-D-5304
G.o,.,dw.t..
41-rdM.canat.
nd.,. .'},Y�:�:'
ri `.9Oe5'tn`Contract
ConRR
Boring/Test No: PP-1 Q 2.0'
Test Date:
Test Depth:
Borehole Diameter:
Reservoir Height:
Constant Head:
Sail Descrlption:
Setup Data
27-]un-13 Investigator:
61.0 H (cm) Depth to Water
8.3 2r (cm) Depth to Impermeable:
15.2 D (cm) Reservoir
20.0 h (cm) Water Temperature:
Silty SAND (SM), brown, fine Soil
CFC
Table: 121.9 S (cm)
182.9 (cm)
Area: 81.1 A (cm2)
27 (°C)
Alpha: 0.12
---------------- -------------
ReadingTime
-----No. - -
0
1
Field Readings
----
----__----------------------------------- -- -----
Actual Reservoir Level Time
HH:mm_ss� cm�. _. ..�mL�------;(mint_-
12:48:00 24 1704 -
12:48:51 20 2029
- --------------------- - -
Interval Water Consumption Flow Rate
�cm� _Sm_ L�_ _t�cTLmin ern �LMinj
0.8 4_ 324 4.71 381.52
_ 2 -- ------
3
12:50:04
12:51.16
18
-------
16
_
2191
( ...__._._
2353
._�....
1.2
--
1.2
_- -
2
------- -
2
_
162
162
1_
64 _
1.67
- 133_27
135.12
4
5
12.52:31
12:53:45
14
12
2515
2677
1.3
1.2
2
2
162
162
1.60
1.62
129.72
131.47
------------ -----
6
---: - ---
12.55.02
--
10
------_---
2839
1.3
2
_-----------
162
------------
1.56
- --- -
126.35
450.0
400.0
350.0
300.0
250.0
c 2000.
U_
150.0
100.0
50.0
0.0
0 1 2 3
Reading No.
4 5 6 7
L =
LJh =
h/r =
C =
Vk/Va =
Calculations
Field Saturated
81.0
4.05 by US Bureau of Reclamation,
4.85
1.70 by Reynolds et
1.20
Hydraulic Conductivity, Kft
1990 Kra = 0.074 cm/min
Kftm = 1.742 in/hr
al., 1993 Kft = 0.067 cm/min
Kft = 1.586 in/hr
AVG = 0.070 cm/min
1.66 l hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
F— nm ani a
Groundwa,er
H as rd oue Malo rich
Location: Stone Bay, MCB Cam Le ee, NC
y p un
Gw[echnical
hd u.W. Hygi—
GER Project #: 110-6171
Client C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
'
G°oEnylmnmen tri :{°nourc°s. Inc
Contract #: N40085-10-D-5304
c^nsu�ung engine°n
Bohng/Test No: PP-2 0 1.50
Setup Data
Test Date: 27-Jun-13
Investigator: CFC
Test Depth: 45.7
H (cm) Depth to Water Table: 61.0
S (cm)
Borehole Diameter: 83
2r (cm) Depth to Impermeable: N/A
(cm)
Reservoir Height: 30.5
D (cm) Reservoir Area: 81.1
A (cmz)
Constant Head: 20.0
h (cm) Water Temperature: 27
(°C)
Soil Description: Sil SAND SM
dark gray,fine Soil Alpha: 0.12
Feld Readings
-- -- - ---------- r- - — --- — --------r----------------------------------- -
Reading Time Actual Reservoir Level Time Interval T Water Consumption Flow Rate
No. i HH:mmas �-
_ - -- ---- -- -
i (cm i mL min} i cm
) • •
mL
--------------
cm m19 mL min
' 1 - '• 1
- - --- --------•---- - - - - - -�- ---� -- -- - - -� --• -
13._30:00 ir22 1866 i __
______-_— _____—______;__________________________________________________ _y______________________t_____________—__i-______________-�i _____________-__- ___________
- - ---01 ----si 1331
----._--
211947- 11 1 1 81 0B8 1,54
-- ----- ----i
- - -
a•---- --- --- --- ----
--- ----- ----
------------
-------
2 i 13:32:30
I 20 1 2029 1
81
0.73
---------- --- ------ - -----
13:
--------- ----------- -0- + --
75 60.80
213
-- -1-_-
_- ------------------------- 4 13:35:11
--- -- a--
--- - ----593--2 - --
t -
18 2191 1.4 4-60.05
- - -
5-------13:36:31
---------------------------
- - - -- t--- --
---------- 17---- ---' 2272 - i - -- - 1 - --1- - -
---
—81
t--------
-----0- ----- ;--------------
-t -=� -- 60.80 -
_------- -_--_---_—_______—______—______Y____________—_r______________
i ;
- - - - - --
- - - - - -- - ---a- - -- - -- t--------------------------------------- f------------ -: i -
--------------- t -- --- ---
------------------------------
----------------------------------- ------- ------------
-- - - — F------------ i--------- --- 1 -- - ------- t-------- ------- i----------- ----+---------------
r r I
--------- - —i - - - I- -- ------------- +--- — -------- —I------------- I -- - -- I ----------
80.0
-
70.0
60.0
50.0
ro
40.0
-—
u 30.0
20.0
10.0
0.0
0
1 2 3 4
5
6
Reading No.
Calculations
Field Saturated Hydraulic Conductivity,
Kr,,,t
L = 35.2
L/h = 1.76
by US Bureau of Reclamation, 1990 Kfsat =
0.050
cm/min
h/r = 4.85
Krsat =
1.181
in/hr
C = 1.70
by Reynolds et al., 1993 Kr,,, =
0.031
cm/min
VJVd = 1.20
Kf,,t =
0.742
in/hr
AVG =
0•041
cm/min
0.96
in hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project P-1349 Special OperationsEnv
Location: Stone Bay, MCB Camp Lejeune, NC
GER Project 1
—ental
Contract #*
11 O-D-5304
cm
:• ■ No: fl
Test r.
Test Depth:
Setup Data
Investigator:
Depthr Water
Table:
Borehole Diameter:
: Depth to Impermeable
Reservoir•
*Reservoir
Constant.
Soil Description:
20.0Temperature:
SAND (SP-SM), black and gray, fine Soil
Alpha: 0.12
Reading
.
Field Readings
----
•
• • • Rate
i
11
7:30:00 12
1•
1
.�
.
1 .
1'1 .1
0,92
1:
1 1 1
i :. 69.49
11 1
G--_—_—!
C-----_
--- -----
250.0
!_!_!_!___
�__/�1�
.■—www
_-------------
wwwww_R_�_�_�_�_�_.—��_!_____!__!!_
w!w!l���i�•.lr��wwwwww
ww
wwwwwwwwwww�.�.ww
�����.
IU 200,0
�ww■rws��wwwwwwwwwwwww
���
r'.� tea■—m�_�_
■■.l.R�w!!!w!w!!!!!!
www����r��..:www�!!
_!__w
150.0
!w!_arr.rrr•
!!lw
wwl�
•!_!w__rr!_!!lr.r�wwwwwwwww_____!
rrwlrrrrwrrwrrrrw
wwwwwwwlwl
w!!!_
UL 1000
50.0
w
!!!!!
w__
w_wwwl���!!!!!r�
!!—ww..rwww--wwww
■ar�C��
wwwwwww
wwwww w���
www __www
0.0 wwwww lrrwwarwwwwwww ww
1
No.
wwwww wwwww!!!
CalculationsReading
Field
Saturated Hydraulic Conductivity, Kt,t
by US Bureau of Reclamation,991
0.061
1 by Reynolds0.034
0.806
0.048

MFASIIRFMFNT OF FTFLD SATl1RATFD HVnRAl1LTC CONnl1CTTVTTV
Project: P-1349 Special Operations Training Complex
En v ►o"antal
Graw dw:tar
HaaMam Matarac4
Location: Stone Bay' MCB Camp LeIeuner NC
l
Fd ueralHyprlans
UR Project #: 110-6171
C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
��F.vi r � m'tA
'Client:
3
"CSOpTG . Inc -
Contract #: N40085-10-D-5304
cw,.uldrrg Engineor•
Boring/Test No: PP-4 0 1.0'
Setup Data
Test Date: 27-Jun-13
Investigator:
CFC
Test Depth: 30.5 H (cm)
Depth to Water Table:
45.7 S (cm)
Borehole Diameter: 8.3 2r (cm)
Depth to Impermeable:
182.9 (cm)
Reservoir Height: 45.7 D (cm)
Reservoir Area:
81.1 A (cm2)
Constant Head: 20.0 h (cm)
Water Temperature:
24 (°C)
Soil Description: Silty SAND (SM), black, fine
Soil Alpha:
0.12
Field Readings
-------------------- __-- - --------- ----- - - - - - - -
Readin -- Time Actual Reservoir Level ;Time Interval Water Consumption- I
Flow Rate
N0=(cm
mL��
�cm�i ��_..
w ---
C�mi"1
-.._
min
---------- --�HH:mm:ss� - ---
a 7:10:00 27-
`(min) - -{ _ ..._ .�.m
1461
------------------ -- -
-- -- -
1 7:11:19 25
---------------------------- -----
16231.3
--- -------- --------- -------- ---
2162
-------
1.52
-----------------
123.15
2------_ ;48 24---
171J4--- 1.5
81
Q 67
54.66
---------- _. _ _ ...7:12 --- - ---
3 7:14:19
- --
17851.5
----1---- - --
1 - 81
-
0_66
---- --
53.45
-
4
7:15:51�-
_23
22
1866
1.5
1
- 81
- 0.65-
_
52.87
----------------------
5
-----------------------w------
7:17.24
-------------
21
-----------------
1947
.6
1
81
0.65
-52_31
---------- ---------------
------------ ___
---------- --------- --
... ...._
- ------
- ......-----------
----
- -- -- -- - ��_
---------------�-
.�- -�- -
----------
- -_--
-
_-------- -
-------
---- ---
---
----
--
-------------__
140.0
120.0
100.0
80.0
3 60.0
O
-
t�
40.0
20.0
0.0
0 1
2 3 4 5
6
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Kr,,,t
L = 35.2
L/h = 1.76
by US Bureau of Reclamation, 1990
Kfsat = 0.044 cm/min
h/r = 4.85
Kfeat = 1.029 in/hr
C = 1.70
by Reynolds et al., 1993
Kfsat = 0.026 cm/min
Vk/Va = 1.13
Krt = 0.618 in/hr
AVG = 0.035 cm/min
0.82 in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
£n vto nmentai
Ground-t-
H-dous Mat.dah
Location: Stone Bay, MCB Camp Lejeune, NC
hd si';,`e;ef1.'
CAR Project #: 110-6171
Client: C. Allan Barnforth, Jr. Engineer -Surveyor, Ltd.
'
Grofndronn,entsi Resources. Inc..
Contract #: N40085-10-D-5304
ConeuHing Enginoara
Boring/Test No: PP-7 @ 1.01
Setup Data
Test Date: 27-3un-13 Investigator: CFC
Test Depth: 30.5 H (cm) Depth to Water Table: 30.5
S (cm)
Borehole Diameter: 8.3 2r (cm) Depth to Impermeable: 243.8
(cm)
Reservoir Height: 45.7 D (cm) Reservoir Area: 81.1
A (cm1)
Constant Head: 20.0 h (cm) Water Temperature: 24
(°C)
Soil Description: SAND (SP-5M), dark gray, fine, wet Soil Alpha: 0.12
field Readings
--------------------------,---------------------------r---------------------------------------- ---------__-----....____T------------ ..__-•------------
Readin_9 Time Actual Reservoir Level T Time Interval ; Water Consumption
------ •------------------------
1--------- ---------------------
Fiow Rate ---
No. HH:mmas (cm) -CmLj--_ ! (minI.____ (cml_-
Cal____-
icmjmi�
- - ----------� -�� rt-_ ---- - -- -- .......__. ___
° 1------�g---------------i3ao------1------ ` !-------------;------------'--------------
_LmLlmin
---------�_az_oa
I_ _______________ ------------
-
= =51 26---------�
=�------f----56.89---
--------- ----- -- --- -- ---- ----- -1542------j-----------=a--------------------------162-----a----
2 7.47.21 24 1704 2.5 2
0.8- 64.86
--- -----------------162-----�----
- -- - _
- + ---
3 i 7:4& 23 1785 1.5 1 81
-
i 0.66 53.45
----- - ---------- -
4 7.50:22 y 2Z ; 1866 ; i.5 i 1 ; 81
0.67 ; 54.05
_ -
- 5 7:51: 53 21 ! 1947 1.5 -_ 1
- --- --- - - ----------------------r------------------ -- ------------ -- ---
81
- - -
,
0.66 53.45
-------------------------
------------------- -------- ---- '---- ---------------- -- --- -- - - ----- ----- ----- - ---------
,
--
------------- -------------
- - 4--- --------- ------------ - ---- €--- -------- ------------------------------------ - - -
- - --- --
---- ----------------
-----_-_----------- ' ------------- ----------
---------------
»_- -___--I-- ------- ------------- ------ -------- -__J---------- ----------- i_------------ -------- - ----------------
----------- ----.-------------- ------a----____________________-i----__--____--------_---`-_-_---___--�_____--__ _--_ ! I----------------------
70.0
60.0
50.0
all
CM 40.0
p 30.0
20.0
10.0
0.0
0 1 3 3 4
5
6
Reading No.
Calculations
Field Saturated Hydraulic Conductivity,
Kfsat
L = 20.0
L/h = 1.00 by US Bureau of Reclamation, 1990 K(�t -
0.022
cm/min
h/r = 4.85 Kf,t -
0,529
in/hr
C = 1.70 by Reynolds et at., 1993 Kfsat =
0.026
cm/min
Vk/Vi, = 1.13 Kfsai =
0,622
in/hr
0.024
cm/min
AVG =
0.58
in/hr

MFASIIRFMFNT AF FTFLD SATIIRATFD HYDRAULIC CONnUMVTTY
Project: P-1349 Special Operations Training Complex
Location: Stone Bay, MCB Camp Lejeune, NC
GER Project #: 110-6171
0-ndi .t-
II-rd0- 1141wi Alb
„d.s d,, Hygi anei
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
'
C�oEn-Amnm
tnl Reswrzm Im
Contract #: N40085-10-D-5304
Cansullinq Enginaets
Boring/Test No: PP-8 a 1.09
Setup Data
Test Date: 27-Jun-13
Investigator:
CFC
Test Depth: 30.5
H (cm) Depth to Water Table:
137.2
5 (cm)
Borehole Diameter: 8.3
2r (cm) Depth to Impermeable:
213.4
(cm)
Reservoir Height: 45.7
D (cm) Reservoir Area:
81.1
A (cm)
Constant Head: 20.0
h (cm) Water Temperature:
27
(°C)
Soil Description: SAND (SP-SM),_brown,
fine, trace roots - Soil Alpha:
0.12
Field Readings
Reading Time Actual
Reservoir Level-- - Time Interval
Water Consumesbon
-- Flow
Rate
N°-----
cm � mL3
cm
mom-(cm/min) Cm 191
------------ ------
0 13:10:00
--�--�min.�-
25 1623
----------------------------------
1 --- 13.10:39
----------------------------------
20 2029
-----------------------
5 -------
405
--------
--------- ----
- -
- -- -
z _ _ 13.11:07
-- - - - -- - - -_0.7 -
18 2191 0.5
2
-7.69-
162 4.29
-�
-623.64 -
W 347.46
3
13:11:33
16
2353
0.4
2
162
4.62
374.18
4
13,11:55
14
2515
0.4
2
162
5.45
442.22
- - --5 -
13:12:18
12
2677 -
0.4
2
162
5.22
422.99
- -- - - 5
13:12:44
10
2839
0.4
2
162
4.62
374.18
--------- ---------
7
13:13:18
8
--------
3001
0.6
2
162
3.53
----------
266.14
8
13.13.51
6
3164
0.5
2
162
3.64-
294.81
- 9 _� -
-------- -- ------- - - --
r----------
-_ 13:1424
I - -- - -- ---
-
- 4
3326
0.5
2
162
-____--_---
3.64
- 294,81
-----------
- -------
---- - ------
700.0
600.0
-
m
ae 400.0
-
p 300.0
- - -
-
20ao
l
-
100.0
0.0
0 1
2 3 4 5 6
7 8 9
10
Reading No.
Calculatlons
Field Saturated Hydraulic Conductivity, Kr,,t
L = 126.7
L/h = 6.33
by U5 Bureau of Reclamation, 1990
Krsat =
0.167
cm/min
h/r = 4.85
Krsat =
3.945
in/hr
C = 1.70
by Reynolds et al., 1993
Krsat =
0.162
cm/min
VI/V1 = 1.20
Kr�at =
3.837
in/hr
AVG =
0.165
3.89
cm/min
In hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
En vFo -eM.I
Groundwater
H-rdou• Mat•rlal•
Location: Stone Bay,MCB Cam Le', NC
p %eune
G®techniecal
hd u•vrl Hygl ne
GER Project #: 110-6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.^
'
^ten rental Resources. lnc.
Contract #: N40085-10-D-5304
Cannel ling Engincan
Boring/Test No: PP-9 a 1.01
Setup Data
Test Date: 27-Jun-13 Investigator:
CFC
Test Depth: 30.5 H (cm) Depth to Water Table:
76.2
S (cm)
Borehole Diameter: 83 2r (cm) Depth to Impermeable:
213.4
(cm)
Reservoir Height: 45.7 D (cm) Reservoir Area:
81.1
A (cm')
Constant Head: 20.0 h (cm) Water Temperature:
27
(°C)
Soil Description: SAND (SP-SM), gray, fine, trace roots Soil Alpha:
0.12
Field Readings
- -
Reading
r - - -- r•-
Time Actual Reservoir Level Time Interval
---------------------
Water Consumption--�
-------
--
Flow Rate
No.
-_------------------------------_ . ,_
_-._-__ _ _ _
-____.
_
---------- 0 ------
1
---- 13 00 00 -- 19 - -------211-- --------- -------------- ----
- --- -
13 00 24 16 2353 0.4
----------
3
} j---------------:-------------
243
7.50 s 608.05
2
i 13:00:42 15 s 2434 0.3
1
81
s 3.33 270.24
- --- -
3 t
---------- - -- --- - -- - -- --- ---
13.00:54 14 2515 0,2
- - -
1
--
81
- - - - - -
5.00 405.37
4
s 13:01: 04 2596 j- 0.2
1
81
6.00 486.44
-
5 -:::::1
--- -- - - ---
- -13- - - - ---
13:Oi116 _'-_-12 - _ 2677 _ _s_ - 0 2 -
i
----------
�wi
---------
81
------------------------
S.OD 405.37
6
13:01:2$ 11 275$ 0.2
1
$i
S.OD 405.37
_ -7 _ -_ {-
13:01_40 - ' 10 2839 _____! - 0.2 - _
1
81
r 5.00-_F_ 405_37 _
-- --- - - - - f---------
-- - - - - - - -_- -- ------------------
------------
------------�-
----------
--- - ---
--- -----------1----------- :__ _-----=
! -- --- l------------
---- ----- --
----
-- -----1---------------------
I_-----------
700.0
600.0
500.0
a
400.0
0 300.0
u
200.0
100.0
0-0
0 1 2 3 4 S
6
7
8
Reading No.
Calculations
Field Saturated Hydraulic Conductivity,
Kt,,t
L = 65.7
L/h = 3.29 by US Bureau of Reclamation, 1990
Ktsat =
0.237
cm/min
h/r = 4.85
Kr.t =
5.589
in/hr
C = 1,70 by Reynolds et al., 1993
K,,t =
0.219
cm/min
Vk/Va = 1.20
Kr., =
5,177
in/hr
AVG =
0.228
cm/min
5.38
in hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
• . Operations
Location: Stone Bay, MCB Camp Lejeune, NC
Ind—tral Hyg­
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
Contract #: 00: . ,.
:. 1.1
Setup .
Test ..te: 27-Jun-13
Investigator: CFC
Test Depth: 33.5
H (cm) Dep..
Diameter: 8.3
2r (cm) Depth to Impermeable. 76.2
(cm)
Reservoir Height: 42.7
D (cm) Reservoir Area: 81.1
-A
(CM2)
Head:Borehole
Constant
Description.Soil
black,Alpha:
Field Readings
..
..
!!iilliiii!!!ii!
!!_i_!_!__ii
�!i!!_i!'!i!_i_i_i_!_!_i_ii!_i_ii!_i!!�•Ili!
!!!!
�i��iiiiiiili�ii�i��ili
�il�.�.•,
!!l�..�li
liii!!i!i!!
i
!i!!!
!i!iliiiiiliiii
!i!!
!
Calculations
Field Saturated Hydraulic Conductivity, Kl,,t
Reclamation,
.•
Reynolds -
{

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Env eo nm ental
oraundw■ter
Haardos Matert Ms
Location: Stone Bay, MCB Cam Le NCC
y eune,
Ceotochni cal
tid uetrle i Hygi one
GE13 Project #: 110-6171
Client: C. Allan Bamforth,
Jr. Engineer -Surveyor, Ltd.
'
Gr oEnv mnmen tit Resources. Inc.
Contract #: N40085-10-D-5304
Conaultirg Eng lneere
Boring/Test No: PP-1Z 0 2.750
Setup Data
Test Date: 27-Jun-13
Investigator: CFC
Test Depth: 83.8
H (cm) Depth to Water Table: 243.8
S (cm)
Borehole Diameter: 8.3
2r (cm) Depth to Impermeable: 243.8
(cm)
Reservoir Height: 38.1
D (cm) Reservoir Area: 81.1
A (cm2)
Constant Head: 20.0
h (cm) Water Temperature: 27
(°C)
Soil Description: SAND (SP-SM),
tan, fine Soil Alpha: 0.12
Field Readings
-------------------------
Reading
No.
--------------------------- ----- ---------------------..-..-__..-------- ------------ - -- -
Time Actual Reser_voir_Level _ ,Time Interval Water Consumption Flow_Rate____
-- -- ---- -- - - - -- --
HH-mm-ss cm = mL min cm mL cm min m min
-- --- -
- - -- 0 ..._...._...J._-_
-�-- _--'---�
17 40.4U
_ - - --i- -r -- ---� -�-._ __��-_w��-
26------ -------1542------------------------
__1
----- ---
1
_ -2 -_ _
3
17:40:27 22 _ 1866 0.5 r_ _ 4 ._--324
- 17 40_45 _- -- 20 - t 2029 -� ' ' 0.3 f --- 2 162
17:40:59 18 2191�-- 0.2 2 162w
I 8.89 _ 720.65
6.67 540.49
8.57 694.91
- - ----------- -i
- - - -- -- -- -- --- - - r -----...._-- ----------
17:41:14
16 2353 r____- 0.3 2 162
I 8.00 648.59
-4 -- t------------
5
6
17:41:35
17.41,54
_
--- - 62 _--______ ___ _ _
14 2515 0.4 2 162_
12 i 2677 0 3 2162
1463.28
_ _____�32
512.04
--5 2.04
-- - - -- - -
7
--- - :-=
17 42 17
28.39 0.4 I 2 162
5.22 422.99
------- 8
- -10 - + _- _ w __ _-{_-_ _ ------
17:42:40 8 3001 0.4 2 162 L 5.22 __422_99__
-_- -` #---------------------
- - ._�__ _-__.._._ �_.._.._...._._ ._. --------
I-------- ------ - -----
----
8D0.0
700.0
6DD.0
50Q0
400.0
300.0
200.D
1G&O
0.0
0 1 2 3 4 5 6 7 8
9
Reading No.
Calculations
Field Saturated Hydraulic Conductivity,
Kf.t
L = 180.0
L/h = 9.00
by US Bureau of Reclamation, 1990 Kfeat = 0.247
cm/min
h/r = 4.85
Kfsat = 5.832
in/hr
C = 1.70
by Reynolds et al., 1993 Kfsat = 0.237
cm/min
Vk/V, = 1.20
Kf,t = 5.592
in/hr
AV 1 = 0.242
cm/min
5.71
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
• . Operations
Location: Stone Bay, MCB Camp Lejeune, NC
'G I Hygi
Client:
C. Allan Bamforlh, Jr. Engineer -Surveyor, Ltd.
Contract #:
f l: f l 1
:. ;1 2.51
Setup Data
Test Date:
Investigator:
Depth:Test
Table:
Borehole Diameter:Impermeable:
Reservoir
Constant.+
Description:+
20.0Temperature:•
. 1 ,12
1
11 •'
------------
1 ; 219
1 •
1
1
1
1.14 25151
:f ;•
18:06:5r.
13.87
1 1
f7:57 301
1162
1
3.751 1
11
18:08:28,
i
f
f • wi#iiiiiiiiiiiiiiii#w i
wi##i#i!w
•..
1
iiiiiiiw�iiiiiii
iiiiiiiiiiiiiliiiiiiiiiii
1
Calculations
Field Saturated Hydraulic Conductivity,
=
Reclamation,Llh
7.86 by US Bureau of •1 Klsat
= f .177 cm/min
1 by Reynolds0.163
1
0.170
• 1

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
• • Operations Training Complex
G­n dwator
Location: Stone Bay, MCB Camp Lejeune, NC
Ind u.t,i,1 Hygi...
C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
ContractClient:
I 1 : 1 / 1
-
:• • No:
Setup Data
Test /. •Investigator:
CFC
Test /-.1
Depth to Water Table:1.
Diameter: 8.3 2r (cm)
Depth to Impermeable: N/A (cm)
Reservoir Height: 15.2 D (cm)
ReservoirArea: 81.1 A (cm')
ConstantBorehole
. 20.0Temperature:•
• • • ' gray,.•ts
Soil Alpha:1
Reading.12
Time AMal I Reservoir• tion Flow
MGM=241
.1 1.2
. 1.
. 1 1•
• 1
1
1
1
MI
11
•1
'I
•
1 .
11
1
11
' 1
1
. 1
1:
1 �
11
• 1
16,07.40
1
li
1
11 1
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w�M^��•arww��rw.•ri�•w.rwiiaiuri
ii�irsi
i�arr
�iria�rrrrrr
aaaa��
aaarF.....�,��..
��lrwararwrwwlwwrwrrwwriaiwaiawaaiarrrrrrraraaarrrr
rrwwrrrrrrrrarrriaaaiisiaraararrrrrrrrrasaaiaaaaa!
111 1
wwwwwrlwrr�
w�wwwwwwwrr
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1 1
Calculations
Field Saturated Hydraulic Conductivity,
:•
1
by a• 0,163 cm/min
1
0.200

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Location: Stone Bay, MCB Camp Lejeune. NC
GER Project #: 110-6171
En vlro nrn entel
Groundwater
H.rdoue Llatarlela
tid u. ra1'Ffygl nn:
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
'
tatP
sources. Inc
Contract #: N40085-10-D-5304
C°nsufdrg Englneeea
Boring/Test No:
P-3
Setup Data
Test Date: 19-Feb-13
Investigator:
CFC
Test Depth: 61.0
H (cm)
Depth to Water Table:
115.E
S (cm)
Borehole Diameter; 8.3
2r (cm)
Depth to Impermeable:
152.4
(cm)
Reservoir Height: 61.0
D (cm)
Reservoir Area:
81.1
A (cm)
Constant Head: 20.0
h (cm)
Water Temperature:
16
(°C)
Soil Description: Silty SAND (SM), black and brown,
fine, tr clay Soil Alpha:
0.12
Field Readings
Reading
Time Actual
- Reservoir
Level-. -» - Time Interval
Water Consum�tiori
Flow
Rate
No.
HH:mm:ss
----�cm�--
---irn�- [minim -
-�cm1--(mLl----
-�
i mjmin�
lr!ALmin
a
13:40:00
33
975
k
-
1
2
3�
4 --
5
6
------------- - ------------ - - - --
162
13:41:08 31 1137 »»».1».1- i------2------i----- -----
13:41:49 30 1218 0.7 I _ 181»_W
13:42:32 29 1299 0.7 1 61
- 13:43_15 s - 28 - _ 1380- - - -- 0.7 .�. . 1 _ B1
-- �- -
13:43:59 27 1461 0.7 1 81
13.44:43 26 1542 0.7 1 81
- ---------
- iJ6
1.46
1.40
1.40
1.36
-1.36 _
143.07 -
_ 118.64
W113.13
113.13
110.55
_ 110.55
160.0
140.0
-
120.0
-
-
:: 100.0
80.0
-
,° 60.0
40.0
20.0
0.0
0 1 2
3 4
5 6
7
Reading No.
Calculations
Field Saturated
Hydraulic Conductivity,
Kf,t
L - 74.9
L/h = 3.74
by
US Bureau of Reclamation, 1990 Krsat = 0.065
cm/min
h/r = 4.85
Kf.t = 1.524
in/hr
C = 1.70
by Reynolds et al,, 1993 Kr.,t = 0.045
cm/min
Vk/V, = 0.93
Kf.t = 1.052
in/hr
AVG = 0.055
1.29
cm/min
in hr

MEASUREMENT OF FIELD SATURATFn HVnRAU[.Tr rnNllll['TTVTTY
•. Operations Training Complex
.--d—t-
-,d
Location.
GER • .110-6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
WDE"�.W
R--.. 1�,.
•N40085-10-D-5304
Cm
Setup Data
Test r. Investigator:
Test Depth: 91.4 —H (cm) Depth to Water Table: 228.6
S (cm)
Borehole Diameter: 8.3 2r (cm) Depth to Impermeable: 152.4
(cm)
Reservoir Height: 1 r Reservoir
Constant Head: 20.0 •
Soil r- rtan-orange,.. . . ! .12
Field Readings
Reservoir
Level .�.
•
r
! 1 11
1 1
i
it
1
i
1•
1
11
1
11
1
1
{
1 { 1
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1
Calculations
Conductivity,Field Saturated Hydraulic
1 by Reynolds•• !
.196
cm/min

• MFASURFMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Location: Stone Bay, MCB Camp Lejeune, NC
GER Project #: 110-6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
Contract #: N40085-10-D-5304
En vka nm anta I
G-_dwatar
HaanM oaf Ma[.riats
hd us vl Hymp
MoEn�tmn-wcml Resmrc ". inc.
Boring/Test No:
P-4B
Test Date:
Test Depth:
Borehole Diameter:
Reservoir Height:
Constant Head:
Soil Description:
Setup Data
19-Feb-13 Investigator: CFC
121.9 H (cm) Depth to Water Table: 259.1
8.3 2r (cm) Depth to Impermeable: 259.1
30.5 D (cm) Reservoir Area: 81.1
20.0 h (cm) Water Temperature: 16
Silty SAND (SM), light tan, fine, trace clay Soil Alpha: 0.12
S (cm)
(cm)
A (CM2)
(°C)
Field Readings
Reading
----- NO:....r.__...._
_ �.0
1
2
Time Actual
HH:mm:ss�
_14:54:00
14:54:55
14.55.42
Reservoir
�cm) �_
33
31
30
Level
- mL
1137
1218
Time Interval
_ _min
0.9
0.8
Water Consumption
Flow Rate
--�Cm
2
1
(mL)
162
81
(cm/min)ml�min
2.18
1
176.89
103.50
3 � -
4
--14:56:22 -
14:57:10
- 29 -
28
--1299
1380
-- -0.7
0.8
1
_
81
81
_1.28
1.50
1.25
121.61
101,34
1
5
14:5M5
27
1461
0.9_
1
81
1.09
88.44
6
14:59:01
_
26
0.9
1
81
1.07
,
_
_-� 7
14:59:56
-T 25
_154_2
1623
0.9
- 1 ^
-- 81
1.09---
_86.86
- 88.44
J
200.0
150.0
m
-
R
# 1aa.a
0
LL
50.0
0.0
0 1
2
3 4 5
Reading No.
6
7
8
L =
L/h =
h/r =
C =
Vk/Vd =
157.2
7.86
4.85
1.70
0.93
Calculations
Field Saturated Hydraulic Conductivity, Krst
by US Bureau of Reclamation, 1990 K,,,t = 0.051 cm/min
Kf.t = 1.198 in/hr
by Reynolds et al., 1993 Kr,,s = 0.036 cm/min
Kf.t = 0.842 In/hr
AVG = 0.043 cm/min
1.02 in hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Env .nm antoI
croon dwater
H—rd oua Matarlak
Location: Stone Bay,MCi3 Cam Lejee, NC
p un
Goo technical
Fid uetrlat H yglenr
GER Project #: 110-6171
Client. C. Allan Samforth, Jr. Engineer -Surveyor, Ltd.
'
GooEnW nnmen eal Re sources. Inc.
Contract #: N40085-10-D-5304
Consulting @nglnoo s
BoringjTest No: P-5A
Setup Data
Test Date: 19-Feb-13
Investigator: CFC
Test Depth: 68.6
H (cm) Depth to Water Table: 137.2
S (cm)
Borehole Diameter: 8.3
2r (cm) Depth to impermeable: 182.9
(cm)
Reservoir Height: 7.6
D (cm) Reservoir Area: 81.1
A (cmz)
Constant Head: 20.0
h (cm) Water Temperature: 16
(°C)
Soil Description: SAND (SP-SM),
gray, fine, trace roots Soil Alpha: 0.12
Field Readings
- -- - -- - ----
Readm Time Actual ------------------------r-------------------------------,--------------------
g Reservoir Level Time Interval Water Consumption Flow Rate
• - - -----------
No. -- iHH _mm:ss�- -—�cm�-- - -—�mt�--- --- min) — �cm�—«
--�mQ--- :-icmjmin� lrrnitTinl
-•
- -- ---2:27.00--- »' - 33 --- -- -- --975 ----------- -- - -- I--- -----�----
------
---- -- ---------------
1 18 707 3 1Z•2:40 3D 1
2 4 2
2
243
4.50364.83
- - - --a-- — _ -_--{_ ____._ ____ _- __ -_ __-____
- ------------
-- — --- —
12:28:10 1 27 it i 0.5 s 3 1
243
_____4____ ____F-_
6A0_ 1 486.44
— _ _1461 _
h 24 - F 1704- + 0.6 —__— -- --3 —h-
3 12:28:47 -------- -----,
i
- 243
----------
- i-- _8 -- 94;41
- --
- --- - -- — — - ---
4 12:29:24 21 0.6 3
243 4.86 394.41
_
- ---- ----5-------- - 12:30:01
---
_ _ _1947
— - ---1� - - -- -2191 ----- — 0=6 - __ 1 - —3 --�
243
394.41
1--4=86 ---------------
I
T _-
-------------------- - • —
--- --
s I
s
- ----------- - _ _ — - —
--- — — t — -----------j------------- E
--
a-- -- F --
-------- ------------------- --------------------------
----------------------------------- —--- i---------------------- I --------------- F-------
— ------
i--------------- -------------
---------------- --------f---- ---- -- - -- h_.._, . - - -- -t --- -- - t-- — - ---- -- t -- -- -
----------------- -------------------- ---- -- I
—
i-- - - -- — -
600.0
-r
500.0
m 400.0
300.0
0
200.0
100.0
0.4
0
1 2 3 4
5
6
Reading No.
Calculations
Field Saturated Hydraulic Conductivity,
Kf,t
L = 88.6
L/h = 4.43
by US Bureau of Reclamation, 1990 Krsat =
0.230
cm/min
h/r = 4.85
Kfsat =
5.438
in/hr
C = 1.70
by Reynolds et al., 1993 Kfsat =
0.159
cm/min
V,/Va = 0.93
Kf�t =
3.753
in/hr
0.195 cm/min
AVG =
4.60 in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
• .
Operations
Location:
Stone Bay, MCB
Camp Lejeune, NC
61. 1*1hn
Ild"st III Hygi
GER •.110-6171
I
'G
Client:
C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
:
oEnv4mnmmtnI Resmrc�. hc-
gR
10: .
0•
CM
:.
Setup .
Test ■.
Investigator:
Test ■
Depth.. -
Borehole Diameter:
8.3
2F (cm) Depth to Impermeable: 182.9
(cm)
Reservoir Height:
1
■ Reservoir/
.r
20.0Temperature:
Soil Description:
Clay- ■ (SC), tan -orange, fine, trace roots Soil. 1 .12
Field Readings
..
1
li 1
•
•• 1
1: 1
:1 191.78
1 •
1 :. :.
•;
.
1
I
•
1
1
1• 1
II 1
1
ilwiili.►
�i
i!i!i!i!!!!!!!!
ii!
i!i!!!
!
•
/ 1
!!!!!ir_!!!illiiii!!
iliiiirlriiiiiii��iiiiili!•r•li
i
iiiiiii!!i
!•ri
ilr•�Ir
iiiir•i
ii
ir•iiiiiiiiiii
iiiiii
ir•iiiiii
!!!!
!i!!•�i
lr_iiiiiiiiiiiiiiiiiiii
iiiii
ii_i_i_i_
i_tEi_i_is_i_i_!_s_!_i_i_!_!_!_!_r•!i_!_i_i_!_!_i_!r_
Calculations
Field Saturated Hydraulic Conductivity,
1
by Reynolds••
0.033
1
1

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Fn rho nmental
Groin dweter
Hae rde� Yaterl els
Location: Stone Ba MCB Cam Le eune, NC
yt P
G-I..hnl cal
Ytd ustrial Hygl ene
oER Project #: 110-6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.Contract
Rcyou"°�' Inc.
#: N40085-10-D-5304
Co3,MaEn"mn-tal
Boring/Test No:
P.7
Setup Data
Test Date: 19-Feb-13
Investigator.
CFC
Test Depth: 76.2 H (cm)
Depth to Water Table:
131.1 5 (cm)
Borehole Diameter: 8.3 2r (cm)
Depth to Impermeable:
152.4 (cm)
Reservoir Height: 45.7 D (cm)
Reservoir Area:
81.1 A (cm2)
Constant Head: 20.0 h (cm)
Water Temperature:
16 (°C)
Soil Description: Silty SAND (SM), tan, fine, trace clay
Soil Alpha:
0.12
Field Readings
Reservoir Level Time Interval
--------- ----------
Water Consumption].Flow-Rate
-
_
No. ss)
min
cm I_mL___tin1m___�._--_-_in_-_
n
m�jm(mL
_m
0 11:30:00 28
1 11:30:55 26
1380
1542 _--_ 0.9 -
2 -� 162 a_ 2.18
1__17b_.89
2 - 11:31.30 - +_ 25
3 1I 32:06 24 - --
1623- 0.6
-----
�1704- _ _ 0.6
--- -- -----
1 81 1.71
--- --- --
1 81 1.67
------- ----
138.98
-
_ 135.12 _
4 11:32:46 23
i785 0.7
�-
1 81 1.50
l 121.61
-------_ 5.____ .._... 11.33:22 22
6 11_34.00 21--_--_
-
1666 _--0.6-------
0.6
------1------ --- 81_-__--' 1.67
--1.58
1 _
' _ 135.12
1.28.01
_____ ___ -�
J__1134:417 20
------ -----
- 8 - - - 11:35:21 - - E---- -1-- ---
-1947 _ _-_
2029 _0_7
-2110 -- f - - 0_7�.
- -81
_1 - _ 81_____' 1.46
.-_..i _- 81 1.50
118.64-
-121.61--
-{----
- ------------------_____-_------- __-_----_____
-------- ---------- ---____-�_ __-- ------------- -
-___-._._-_
- -----_ _.._ 1 ...
-.....__
-
200.0
150.0
a
100.0
0
LL
50.0
TFF-
0.0
0 1 2 3
4 5 6 7 8 9
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Kf�l
L = 74.9
L/h = 3.74 by US
Bureau of Reclamation, 1990
Kfsat = 0.071 cm/min
h/r = 4.85
Kff = 1.677 in/hr
C = 1.70
by Reynolds et al., 1993
Kfat = 0.049 cm/min
Vk/V,, = 0.93
Kfsat = 1.157 in/hr
AVG = 0.060 cm/min
1.42 in/hr

APPENDIX C
LABORATORY TEST DATA
GER
L
•

LABORATORY TESTING
The enclosed laboratory results represent the subsurface soil properties encountered at the
specific boring locations based on the laboratory testing performed. It is possible that soil
properties and conditions between the individual boring locations and depths will be different
from those indicated.
GER

Page 1 of 3
LABORATORY TEST RESULTS SUMMARY
Project: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
Number: 110-6171
Date: 07/18/2013
SAMPLE
NUMBER
DEPTH
(FEET)
SAMPLE
TYPE
CLASS.
MOISTURE
CONTENT
N
%
FINES
OTHER TESTS
BMP-1
3
SS
SP
86
4.7
SIEVE
BMP-2
5
SS
SM
14.7
17.9
SIEVE
BMP-6
3
SS
SM
23.4
13.2
SIEVE
BMP-8
3
SS
SP
6.2
4.1
-
BMP-10
1
SS
SP-SM
39
7.6
SIEVE
BMP-13
2
SS
SM
199
20.2
PP-1
1
SS
SP-SM
81
8.3
PP-4
1
SS
SP-SM
18.6
5.3
PP-5
1
SS
SM
19.0
14.3
-
PP-6
1
SS
SP-SM
9.0
7.2
Tests performed in accordance with applicable ASTM Standards. GER

Page 2 of 3
LABORATORY TEST RESULTS SUMMARY
Project: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
Number: 110-6171
Date: 07/18/2013
SAMPLE
NUMBER
DEPTH
(FEET)
SAMPLE
TYPE
CLASS.
MOISTURE%a
CONTENT
FINES
PH
MAXIMUM
DRY
DENSITY
OPTIMUM
MOISTURE
SOAKED
CBR
SWELL
(%)
OTHER
TESTS
PB-1
1 to 3
Bulk
SP-SM
9.4
-
7.79
108.4
12.8
7.7
0.0
PB-2
1 to 3
Bulk
SP-SM
7.3
6.1
-
104.5
13.2
5A
0.0
SIEVE
PB-4
1 to 3
Bulk
SP-SM
10.7
9.7
7.96
112.0
11.6
7.9
0.0
PB-5
1 to 3
Bulk
SP-SM
6.7
6.5
5.92
104.1
13.7
6.1
0.0
SIEVE
PB-7
1 to 3
Bulk
SP-SM
6.9
-
-
108.0
13.2
6.3
0.0
PB-8
1 to 3
Bulk
SP-SM
7.8
5.8
7.78
108.0
12.7
6.5
0.0
PB-9
1 to 3
Bulk
SM
19.3
-
-
106.2
13.7
4.0
0.0
-
PB-10
1 to 3
Bulk
Sc
16.8
-
-
118A
12.6
2.6
0.2
-
Tests performed in accordance with applicable ASTM Standards.
GEZ

Page 3 of 3
LABORATORY TEST RESULTS SUMMARY
Project: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
Number: 110-6171
Date: 07/18/2013
SAMPLE
NUMBER
DEPTH
(FEET)
SAMPLE
TYPE
CLASS.
MOISTURE
CONTENT
M
%
FINES
LL
PL
P1
OTHER TESTS
SB-1
5
SS
SP-SM
-
9.2
-
-
-
SB-1
14
SS
CH
45.2
-
55
19
36
S13-1
24
SS
CL
34.9
-
45
21
24
S13-2
3
SS
SP-SM
-
74
-
-
-
SB-2
11
SS
CL
26.0
-
43
19
24
SB-2
19
Tube
CH
414
-
55
19
36
CONSOLIDATION
S13-3
1
SS
5M
-
12.2
-
-
-
SB-3
14
SS
CL
41.6
-
47
22
25
S13-3
29
SS
CL
30.2
37
24
13
SB-4
5
SS
CL
30.3
-
-
-
SB-4
19
SS
CH
40.7
52
18
34
SB-5
7
SS
CL
25.6
-
-
SB-5
14
SS
CL
40.7
-
-1.1
24
20
SB-7
5
SS
SM
26.0
295
-
-
SB-8
3
SS
CL
30.5
-
-
Tests performed in accordance with applicable ASTM Standards. GER

One Dimensional Consolidation Test
Stress Versus Strain Plat - Square Root of Time Method
0.0
So
10.0
a
c 15.0
N
20 0
25.0
30,0
0.1 1.0 Stress (ksf) 100 100.0
Compression Index, Cc: 0.473
Estimated Preconsolidation Pressure, P'c (ksf): 2.60
Ac 0.89
Swelling Index, Cs: 0.052
Estimated Effective Overburden Pressure, P'o (ksf): 1.60
Estimated OCR: 1.63
Recompression Index, Cr. 0,029
Estimated Undrained Strength (ksf); 0.54
Estimated Su/P oc : 0.34
Initial Wet Unit Weight (pcf) = 110.8
Initial Dry Unit Weight (pcf) = 79.3
Initial Water Content (%) = 41.4
Initial Saturation (%) = 99.4
Project: P-1349 Special Operations Training Complex
Project * 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Client: C. Allan Bamforth
Env Yo menial
Beam d—t.,
H—d— M.1.6.s
G.�tecsn e.l
Specific Gravity = 2.63
Sample Classification: Silty CLAY (CH), Gray, with Fine Sand
n.set, R.,.—". Ir.
Initial Void Ratio = 1.10
Boring: SB-2
Liquid Limit = 55
Sample Depth (ft): 19
C° rs�Ung Ergineen
Plastic Limit = 191
Report Date: 7M 812013

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name: P-1349 Special Operations Training Complex
Stone Bay, Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-1
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Tan and Light Gray, Fine, Trace Silt
Test Method: ASTM D 698A
Maximum Dry Density (pcf): 108.4
Optimum Moisture (%): 12.8
130.0
125.0
120.0
115.0
v 110.0
a
r
105.0
z
w
100.0
e:
950
90.0
85.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, Camp L.ejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-1
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Tan and Light Gray, Fine, Trace Silt
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 108.4 Blows Per Layer: 12
Optimum Moisture (%): 12.8 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 9.4 Compaction Before Soaking (%}: 94.9
After Soaking Moisture (%): 17.7 Compaction After Soaking (%): 94.9
Unsoaked CBR Value: NIA
Soaked CBR Value: 7.7
Swell (%): 0.0
200.0
180.0
160.0
140.0
120.0
100.0
80.0
60.0
40.0
20.0
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Number:
6002-110
Sample Number:
PB-2
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Tan, Fine, Trace Silt
Test Method:
ASTM D 698A
Maximum Dry Density (pcf): 104.5
Optimum Moisture (%): 13.2
130.0
125.0
120.0
115.0
r
r 105.0
z
w
❑ 100.0
95.0
•11
80.0 -A--
0.0
50 10.0 15.0 200 250
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-2
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Tan, Fine, Trace Silt
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 104.5 Blows Per Layer: 12
Optimum Moisture {%}: 13.2 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 7.3 Compaction Before Soaking {%): 95.0
After Soaking Moisture (%): 19.9 Compaction After Soaking (%): 95.0
Unsoaked CBR Value: NIA
Soaked CBR Value: 5.4
Swell (%): 0.0
300.0
250.0
r11
Cn
a
Z 150.0
0
a
0
100.0
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES
F__0__ Slaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, INC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-4
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Dark Tan and Gray, Fine, Trace Silt,
Trace Fine Gravel
Test Method: ASTM D 698A
Maximum Dry Density (pcf): 112.0
Optimum Moisture (%): 11.6
130.0
125.0
120.0
115.0
U 110.0
a
r
H 105.0
N
z
w
a 100.0
a:
a
95.0
•11
85.0
5.0 10.0 15.0 200 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-4
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Dark Tan and Gray, Fine, Trace Silt,
Trace Fine Gravel
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 112.0 Blows Per Layer: 12
Optimum Moisture (%): 11.6 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 10.7 Compaction Before Soaking (%): 94.6
After Soaking Moisture (%): 16.2 Compaction After Soaking (%): 94.6
Unsoaked CBR Value: N/A
Soaked CBR Value: 7.9
Swell (%): 0.0
300.0
250.0
200.0
a
z 150.0
a
o _
100.0
50.0
0.0
0.000
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES
Note CBR value corrected for concave upward shape
--0— Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Number:
6002-110
Sample Number:
PB-5
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Tan, Fine, Trace Silt
Test Method:
ASTM D 698A
Maximum Dry Density (pcf): 104.1
Optimum Moisture (%): 13.7
130.0
125.0
120.0
115.0
U 110.0
a.
105.0
cn
z
w
100.0
95.0
'11
85.0
Rn 0
0.0 5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-S
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Tan, Fine, Trace Silt
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 104.1 Blows Per Layer: 12
Optimum Moisture (%}: 13.7 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 6.7 Compaction Before Soaking (%}: 94.5
After Soaking Moisture (%): 19.6 Compaction After Soaking (%): 94.5
Unsoaked CBR Value: NIA
Soaked CBR Value: 6.1
Swell (%): 0.0
200.0
180.0
160.0
140.0
ii 120.0
a-
100.0
ap 80.0
�:YIIII
40.0
00 1
1 1 .�•
1 11�
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Number:
6002-110
Sample Number:
PB-7
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Tan, Fine, Trace Silt,
Trace Fine Gravel
Test Method:
ASTM D 698A
Maximum Dry Density (pcf): 108.0
Optimum Moisture (%): 13.2
130.0
125.0
1200
115.0
v 110.0
a
r
~ 1050
N
z
LU
a 100.0
0
95.0
850
0.0 5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: P13-7
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Tan, Fine, Trace Silt,
Trace Fine Gravel
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 108.0 Blows Per Layer: 11
Optimum Moisture (%): 13.2 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 6.9 Compaction Before Soaking (%): 95.0
After Soaking Moisture (%): 17.2 Compaction After Soaking (%): 95.0
Unsoaked CBR Value: NIA
Soaked CBR Value: 6.3
Swell (%): 0.0
200.0
180.0
160.0
140.0
Fn 120.0
a
100.0
ap 80.0
1100,
40.0
r
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
—o--Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number.
110-6171
Number:
6002-110
Sample Number.
PB-8
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Tan, Fine, Trace Silt
Test Method:
ASTM D 698A
Maximum Dry Density (pc#): 108.0
Optimum Moisture (%): 12.7
130.0
125.0
120.0
115.0
r
F= 105.0
Cn
z
w
100.0
o:
0
95.0
85.0
§w#w
00 50 10.0 15.0 200 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-8
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Tan, Fine, Trace Silt
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 108.0 Blows Per Layer: 8
Optimum Moisture (%): 12.7 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 7.8 Compaction Before Soaking (%): 94.5
After Soaking Moisture (%): 19.3 Compaction After Soaking (%): 94.5
Unsoaked CBR Value: N/A
Soaked CBR Value: 6.5
Swell (%): 0.0
200.0
180.0
160.0
140.0
a 120.0
? 100.0
0
0 80.0
J
:1119
40.0
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
-Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Number:
6002-110
Sample Number:
PB-9
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Dark Brown, Fine,
with Wood Fragments and Organics
Test Method:
ASTM D 698A
Maximum Dry Density (pcf): 106.2
Optimum Moisture (%): 13.7
130.0
125.0
120.0
115.0
L) 110.0
a
105.0
z
w
a 100.0
c
95.0
85.0
IIIIIIIIIIfff-ul
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: P13-9
Sample Depth: 1 to 3 feet
Sample Description; Silty SAND (SM), Dark Brown, Fine,
with Wood Fragments and Organics
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 106.2 Blows Per Layer: 15
Optimum Moisture (%): 13.7 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 19.3 Compaction Before Soaking (%): 94.2
After Soaking Moisture (%): 20.1 Compaction After Soaking (%): 94.2
Unsoaked CBR Value: N/A
Soaked CBR Value: 4.0
Swell (%): 0.0
200.0
180.0
160.0
140.0
un 120.0
a
100.0
0 80.0
J
40.0
20.0
K Ioe
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES
—o—Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Number:
6002-110
Sample Number:
PB-10
Sample Depth:
1 to 3 feet
Sample Description:
Clayey SAND (SC), Dark Brown, Fine, with Silt,
Trace Fine Gravel, Trace Wood Fragments
Test Method:
ASTM D 698A
Maximum Dry Density (pcf): 118.4
Optimum Moisture (%): 12.6
130.0
125.0
120.0
115.0
U 110.0
a
0i I
85.0
VMS
0.0 5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-10
Sample Depth: 1 to 3 feet
Sample Description: Clayey SAND (SC), Dark Brown, Fine, with Silt,
Trace Fine Gravel, Trace Wood Fragments
Test Method: ASTM D 1883
Maximum Dry Density (pcf):
118.4
Blows Per Layer: 15
Optimum Moisture (%):
12.6
Surcharge Weight (lbs): 10
In Situ Moisture (%):
16.8
Compaction Before Soaking (%}: 94.4
After Soaking Moisture (%):
18.3
Compaction After Soaking (%): 94.3
Unsoaked CBR Value:
NIA
Soaked CBR Value:
2.6
Swell (%):
0.2
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES
—*.-Soaked CBR

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Project Number:
6002-110
Sample Number:
BMP-1
Sample Depth:
3 feet
Sample Description:
SAND (SP), Light Tan, Fine to Medium, Trace Silt
Test Method:
ASTM D 422
100
90
80
70
60
50
40
30
20
1a
0
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
2 Inch
100.0
1 112 Inch
100.0
1 Inch
100.0
314 Inch
100.0
112 Inch
100.0
318 Inch
100.0
4
100.0
10
99.8
20
98.1
40
93.5
60
71.9
100
20.3
200
4.7
f
1111111■Irllllllll■rlriil;'I■■I II111■■IIIIIII■■Illlll■■
Illlll)■I■IIIIIII■■IIII1111 ■■Illlll■■IIIIIII■■Illlll■■
Illlll)■I■IIIIIII■■IIIIIIII�■I III11■■IIIIIII■■Illlll■■
IIIIIII■I■IIIIIII■■I I IIIIIII■IIIIII■■IIIIIII■■Illlll■■
IIIIIII■I■IIIIIII■■IIIIIIII�''■IIIIII■■Illlll)■■IIIIII)■■
IIIIIII■I■IIIIIIII■■IIIIIIII■■I III11■■IIIIIII■■IIIIII■■
Illlll)■I■IIIIIIII■■IIIIII'1■l■IIIIII■■IIIIIII■■Illlll■■
Illlll)■I■IIIIIII■■Illlll 1■111IIIII■■IIII)))■■1111111■■
IIIIIII■I■IIIIIII■■IIIIII 1 ■r�l II11I■■I III I11■■Illlll■■
IIIIIII■I■IIIIIII■■IIIIII 1 ■■IIIII■■Illlll)■■IIIIIII■■
100.000 10.000 1.000 0.100 0.010 0 001 0 000
Grain Size (mm)

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number,
110-6171
Project Number:
6002-110
Sample Number:
BMP-2
Sample Depth:
5 feet
Sample Description:
Silty SAND (SM), Tan, Fine
Test Method.
ASTM D 422
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
2 Inch
100.0
1 112 Inch
100.0
1 Inch
100.0
314 Inch
1000
112 Inch
100.0
318 Inch
100.0
4
100.0
10
100.0
20
99.8
40
99.2
60
94.3
100
57.5
200
17.9
100
90
80
70
60
50
40
30
20
10
0
100.000 10.000 1.000 0.100 0-010 0.001 0.000
Grain Size (mm)

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Project Number:
6002-110
Sample Number:
BMP-6
Sample Depth:
3 feet
Sample Description:
Silty SAND (SM), Dark Brown, Fine
Test Method:
ASTM D 422
100
90
Z so
C,
Z70
60
50
v
40
ii
� 30
L 20
d 10
0
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
2 Inch
100.0
1 112 Inch
100.0
1 Inch
100.0
314 Inch
100.0
112 Inch
100.0
318 Inch
100.0
4
100.0
10
100.0
20
99.4
40
96.6
60
79.3
100
24.6
200
13.2
1111111■I■Illilll■■Illlii�i■■Ililll■■IIIIIII■■IIIIII■■
IIIIIII■I■Illllll■■IIIIIltI\■111111■■IIIIIII■■IIIIIII■■
IIIIIII■I■IIIIIII■■I II IIII 111■IIIIII■■IIIIIII■■IIIIII■■
IIIIIII■I■1111111■■I I I llll Ili■I 11111■■IIIIIII■■lil I III■■
IIIIIII■I■Illllll■■I II I11f1■■I II111■■IIIIIII■■IIIIIII■■
IIUIII■I■IIIIIII■■IIIIIII■1111!!11■■IIIIIII■■IIIIII■■
Illllll■I■IIIIIII■■IIIIII 1■11111111■■IIIIIII■■IIIIII■■
Illllll■I■IIIIIII■■Ililll l■tl111111■■IIIIIII■■Illllll■■
Illllll■I■Illllll■■IIIIII 1■��!1111■■Illllll■■Illllll■■
Illllll■I■IIIIIII■■Ililll 1■■IIIIII■■IIIIII■■IIIIII■■
100 000 10 000 1.000 0.100 0 010 0 001 0.000
Grain Size (mm)

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Project Number:
6002-110
Sample Number:
BMP-10
Sample Depth:
1 foot
Sample Description:
SAND (SP-SM), Tan, Fine, Trace Silt
Test Method:
ASTM D 422
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
2 Inch
100.0
11/2Inch
100.0
1 Inch
100.0
314 Inch
100.0
112 Inch
100.0
318 Inch
100.0
4
100.0
10
99.7
20
99.5
40
97.2
60
77.2
100
24.2
200
7.6
100
90
80
70
60
50
40
30
20
10
0
100 000 10 000 1.000 0 100 11.010 0.001 0.000
Grain Size (mm)

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Project Number:
6002-110
Sample Number:
PS-2
Sample Depth:
1 to 3 feet
Sample Description
SAND (SP-SM), Tan, Fine, Trace Silt
Test Method:
ASTM D 422
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
2 Inch
100.0
1 112 Inch
100.0
1 Inch
100.0
314 Inch
100.0
112 Inch
100.0
318 Inch
100.0
4
99.8
10
99.6
20
99A
40
97.2
60
74.3
100
18.8
200
6.1
100
90
80
70
60
50
40
30
20
10
0
100,000 10 000 1 000 0.100 0.010 0 001 0.000
Grain Size (mm)

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number.
110-6171
Project Number:
6002-110
Sample Number:
PB-5
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Tan, Fine, Trace Silt
Test Method:
ASTM D 422
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
2 inch
100.0
1 112 Inch
100.0
1 Inch
100.0
314 Inch
100.0
112 Inch
100.0
318 Inch
100.0
4
99.8
10
99.7
20
99.5
40
97.4
60
74.2
100
24.3
200
6.5
100
90
80
70
60
50
40
30
20
10
0
100.000 10.000 1 000 0 100 0.010 0 001 0 000
Grain Size (mm)

APPENDIX D
CALCULATIONS
GER

Design Maps Detailed Report
Page 1 of 4
MUM Design Maps Detailed Report
2012 International Building Code (34.588610N, 77.44353°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 1613.3.1 — Mapped acceleration parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S5) and
1.3 (to obtain S,). Maps in the 2012 International Building Code are provided for Site
Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3.
From Figure 1613.3.1[1)1"
From Figure 1613,3.1t21 (21
Section 1613.3.2 — Site class definitions
S, = 0.159 g
S, = 0.074 g
The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or
the default has classified the site as Site Class D, based on the site soil properties in
accordance with Section 1613.
2010 ASCE-7 Standard - Table 20.3-1
SITE CLASS DEFINITIONS
Site Class
v, N or
A. Hard Rock
>5,000 ft/s N/A
N/A
B. Rock
2,500 to 5,000 ft/s N/A
N/A
C. Very dense soil and soft rock
1,200 to 2,500 ft/s >50
>2,000 psf
D. Stiff Soil
600 to 1,200 ft/s 15 to 50
1,000 to 2,000 psf
E. Soft clay soil
<600 ft/s <15
<1,000 psf
Any profile with more than 10 ft of soil having the characteristics:
• Plasticity index PI > 20,
• Moisture content w ? 40%, and
• Undrained shear strength s. < 500 psf
F. Solis requiring site response
See Section 20.3.1
analysis in accordance with Section
21.1
For SI: 1ft/s = 0.3048 m/s Ilb/ftz = 0.0479 kN/mz
http://geohazards.usgs.gov/designmaps/us/report.php?template=minimal&latitude=34,588... 7/17/2013

Design Maps Detailed Report
Page 2 of 4
Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake
spectral response acceleration parameters
TABLE 1613.3.3(1)
VALUES OF SITE COEFFICIENT F,,
Site Class
Mapped Spectral Response Acceleration at Short Period
S, s 0.25
S, = 0.50 S, = 0,75 S, = 1.00 S,
>_ 1.25
A
0.8
0.8 0.8 0.8
0.8
B
1.0
1.0 1.0 1.0
1.0
C
1.2
1.2 1.1 1.0
1.0
D
1.6
1.4 1.2 1.1
1.0
E
2.5
1.7 1.2 0.9
0.9
F
See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of SS
For Site Class = D and 5, = 0.159 g, F. = 1.600
TABLE 1613.3.3(2)
VALUES OF SITE COEFFICIENT F,
Site Class Maooed Soectral Response Acceleration at 1-s Period
S, 5 0.10
S, = 0,20 S, = 0,30 S, = 0.40
S, >_ 0.50
A
0.8
0.8 0.8 0.8
0.8
B
1.0
1.0 1.0 1.0
1.0
C
1.7
1.6 1.5 1.4
1.3
D
2.4
2.0 1.8 1.6
1.5
E
3.5
3.2 2.8 2.4
2,4
F
See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S,
For Site Class = D and S. = 0.074 g, F, = 2.400
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Design Maps Detailed Report
Page 3 of 4
Equation (16-37):
Equation (16-38):
SMs = FdSs = 1.600 x 0.159 = 0.254 g
Sr„ = FYS, = 2.400 x 0,074 = 0,177 g
Section 1613.3.4 — Design spectral response acceleration parameters
Equation (16-39): Sos S,, x 0.254 = 0.169 g
Equation (16-40):
So,=%SM1=2�3x0.177=0.118g
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Design Maps Detailed Report
Section 1613.3.5 — Determination of seismic design category
TABLE 1613.3.5(1)
SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION
VALUE OF SDs
RISK CATEGORY
I or II
III
IV
Sos < 0.167g
A
A
A
0.167g 5 S. < 0.33g
B
B
C
0.33g 5 S. < 0.50g
C
C
D
0.5095 SDI
D
D
D
For Risk Category = I and SDS = 0.169 g, Seismic Design Category = B
TABLE 1613.3.5(2)
SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION
VALUE OF SDI
RISK CATEGORY
I or II
III
IV
SDI < 0.067g
A
A
A
0.067g 5 SDI < 0.133g
B
B
C
0.1339 5 SDI < 0.20g
C
C
D
0.20g 5 Sol
D
D
D
For Risk Category = I and S., = 0.118 g, Seismic Design Category = B
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective
of the above.
Seismic Design Category =_ "the more severe design category in accordance with
Table 1613.3.5(1) or 1613.3.5(2)" = B
Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design
Category.
References
Page 4 of 4
1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-
Fig1613p3p1(1).pdf
2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-
Fig1613p3p1(2).pdf
http://geohazards.usgs.gov/designmaps/us/report.php?template=minimal&latitude=34.588... 7/ 17/2013

Design Name: ROAD FLEXIBLE
Design Type :
Roads
Pavement Type :
Flexible
Road Type :
Road
Terrain Type :
Flat
Analysis Type :
CBR
Depth of Frost (in) :
4
Wander Width (in) :
33.35
Layer Information
Pavement Design Report
U.S. Army Corps of Engineers
PCASE Version 2.09.02
Date : 7/26/2013
Non frost
Reduced
Limited
Design
Subgrade
Subgrade
CBR
Layer Type
Material Type
Frost Code
Analysis
Thickness
Strength
Penetratio
Strength
(in)
(in)
n (in)
Asphalt
Asphalt
NFS
Compute
3,09
0
0
0
Base
Unbound
NFS
Manual
8
0
0
80
Crushed Stone
Natural Subgrade
Cohesiotnless
NFS
Manual
0
0
0
5
Cu
Traffic Information
Pattern Name :
ROAD TRAFFIC
USE 1.5" S9.5 AND 3.0"
Passes per Life
Equivalent
Vehicles
Weight (lb)
Span
Passes
119.0 BASED ON
CAR - PASSENGER
3000
3600000
1
LOCAL EXPERIENCE
TRUCK, 3 AXLE
35000
90000
781
TRUCK. 5 AXLE
80000
90000
90000
TRUCK, LARGE PICKUP OR
SUV
7500
5400000
1
Equivalent Single Axle Loads
688518

Design Name ROAD RIGID
Design Type,
Roads
Pavement Type:
Rigid
Road Type:
Road
Terrain Type :
Flat
Analysis Type :
K
Depth of Frost (in) :
4
Wander Width (in) :
33.35
% Load Transfer:
0
Effective K (pci) :
208
Reduced Sub Effective K (pci) :
0
Joint Spacing :
10 to 15 ft
Dowel Spacing:
12.00 in
Dowel Length :
16.00 in
Dowel Diameter:
.75 in
Layer Information
Pavement Thickness Report
U.S. Army Corps of Engineers
PCASE Version 2.09.02
Date : 7/26/2013
Non frost
Reduced
Limited
K
Flexural
%
Design
Subgrade
Subgrade
Layer Type
Material Type
Frost Code
Strength
Steel
Analysis
Thickness
Strength
Penetration
Strength
(psi)
pci
(in)
(in)
(in)
PCC
NIA
NFS
650
0
Compute
6
0
0
0
Base
Unbound
NFS
0
0
Manual
6
0
0
0
Crushed Stone
Natural Subgrade
Coh Cot less
NFS
0
0
Manual
0
0
0
150
Traffic Information
Pattern Name: ROAD TRAFFIC
Passes per Life
Equivalent
Vehicles
Weight (Ib)
Span
Passes
CAR -PASSENGER
3000
3600000
1
TRUCK, 3 AXLE
35000
90000
1086
TRUCK, 5 AXLE
80000
90000
90000
TRUCK, LARGE PICKUP OR
7500
5400000
1
SUV
Equivalent Single Axle Loads 45890

Design Name:
Design Type
Pavement Type
Road Type:
Terrain Type
Analysis Type
Depth of Frost (in)
Wander Width (in)
Layer Information
SHOOTERS LOT UNIMPROVED
Roads
Flexible
Parking Area
Flat
CBR
4
33.35
Pavement Design Report
U.S. Army Corps of Engineers
PCASE Version 2.09.02
Date : 7/26/2013
Non frost
Reduced
Limited
Layer Type
Material Type
Frost Code
Analysis
Design
Subgrade
Subgrade
CBR
Thickness
Strength
Penetratio
Strength
(in)
(in)
n (in)
Asphalt
Asphalt
NFS
Compute
4.37
0
0
0
Base
Unbound
NFS
Manual
8
0
0
80
Crushed Stone
Natural Subgrade
Cohesive Cut
NFS
Manual
0
0
0
2
Traffic Information
PARKING
Pattern Name : TRAFFIC
Passes per Life
Equivalent
Vehicles
Weight (lb)
Span
Passes
CAR -PASSENGER
3000
3600000
1
TRUCK, 3 AXLE
35000
90000
90000
TRUCK, LARGE PICKUP OR
7500
5400000
1
SUV
Equivalent Single Axle Loads
3976
UNIMPROVED SECTION THAT
WILL LIKELY REQUIRE
EXTENSIVE UNDERCUTTING

Design Name:
Design Type:
Pavement Type
Road Type:
Terrain Type
Analysis Type
Depth of Frost (in)
Wander Width (in) :
Layer Information
SHOOTERS LOT IMPROVED
Roads
FlexiNe
Parking Area
Flat
CBR
4
33.35
Pavement Design Report
U.S. Army Corps of Engineers
PCASE Version 2.09.02
Date : 7/26/2013
Non frost
Reduced
Limited
Design
Subgrade
Subgrade
CBR
Layer Type
Material Type
Frost Code
Analysis
Thickness
Strength
Penetratio
Strength
(in)
(in)
n (in)
Asphalt
Asphalt
NFS
Compute
2.26
0
0
0
Base
Unbound
NFS
Manual
8
0
0
80
Crushed Stone
Natural Subgrade
Cohesive Cut
NFS
Manual
0
0
0
4_
Traffic Information
PARKING
Pattern Name : TRAFFIC
INCREASE TO 3"
Passes per Life
Equivalent
Vehicles
Weight (lb)
Span
Passes
CAR -PASSENGER
3000
3600000
1
TRUCK, 3 AXLE
35000
90000
90000
TRUCK, LARGE PICKUP OR
7500
5400000
1
SUV
Equivalent Single Axle Loads 3976
ASSUMED IMPROVEMENT WITH
GEOGRID REINFORCEMENT;
WILL REQUIRE LESS
UNDERCUTTING

VERTICAL ANALYSIS
Driving Concrete Pile
Soil Data:
Depth
Gamma
Phi C
K
e50 or Dr
Nspt
-ft
-iblf3
-kplf2
-Ib/i3
%
0
112
31 0.00
31
29
8
7
50
28 0.00
6
11
2
12
45
0 0.25
18
2.5
1
30
50
28 0.00
6
7
1
34
60
35 0.00
70
56
22
37
55
33 0.00
40
42
13
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Vertical Load, Q= 70.0 -kp
Shear Load, P= 6.0 -kp
Moment, M= 0.0 -kp-f
Profile:
Pile Length, L= 40.0 -ft
Top Height, H= 0 -ft
Slope Angle, As= 0
Batter Angle, Ab= 0
Pile Data:
Figure 1
Depth
Width
Area
Per. I
E
Weight
-ft
-in
-in2
-in -in4
-kp/i2
-kp/f
0.0
12
144.0
48.0 1728.0
3000
0.150
40.0
12
144.0
48.0 1728.0
3000
0.150
Vertical capacity:
Weight above Ground= 0.00 Total Weight= 3.94-kp 'Soil Weight is not included
Side Resistance (Down)= 76.996-kp Side Resistance (Up)= 54.320-kp
Tip Resistance (Down)= 82.706-kp Tip Resistance (Up)= 0.000-kp
Total Ultimate Capacity (Down) Qult= 159.702-kp Total Ultimate Capacity (Up)= 58.264-kp
Total Allowable Capacity (Down) Qallow= 70.979-kp Total Allowable Capacity (Up) Qallow= 28.086-kp
OK! Qallow > Q
Settlement Calcuiation:
At Qm 70.00-kp Settlement= 0.06074-in
At Xallow= 1.00-in Qallow= 99999.00000-kp
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
P-1349 Training Building
�-� --- 110-6171

VERTICAL ANALYSIS
Driving Concrete Pile
Depth
Gamma
Phi
C
K
e50 or Dr
Nspt
-ft
-Ib1f3
-kplf2
-lb113
%
0
112
31
0.00
31
29
8
7
50
28
0.00
6
11
2
12
45
0
0.25
18
2.5
1
30
50
28
0.00
6
7
1
34
60
35
0.00
70
56
22
37
55
33
0.00
40
42
13
42
55
34
0.00
45
40
12
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Vertical Load, Q= 90.0 -kp
Shear Load, P= 6.0 -kp
Moment, M= 0.0 -kp-f
Profile:
Pile Length, L= 45.0 -ft
Top Height, H= 0 -ft
Slope Angle, As= 0
Batter Angle, Ab= 0
Pile Data:
Figure 1
Depth
-ft
Width
-in
Area
-in2
Per. I
-in -in4
E
-kp1i2
Weight
-kplf
0.0
12
144.0
48.0 1728.0
3000
0.150
45.0
12
144.0
48.0 1728.0
3000
0.150
Vertical capacity:
Weight above Ground= 0.00 Total Weight= 4.38-kp 'Soil Weight is not included
Side Resistance (Down)= 105.738-kp Side Resistance (Up)= 71.972-kp
Tip Resistance (Down)= 110.381-kp Tip Resistance (Up)= 0.000-kp
Total Ultimate Capacity (Down) Qult= 216.120-kp Total Ultimate Capacity (Up)= 76.353-kp
Total Allowable Capacity (Down) Qallow= 96.053-kp Total Allowable Capacity (Up) Qallow= 36.369-kp
OK! Qallow > Q
Settlement Calculation:
At Q= 90 00-kp Settlement= 0.07748-in
At Xallow= 1.00-in Qallow= 99999.00000-kp
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
GERP-1349 Training Building
110-6171

.*A
VERTICAL ANALYSIS
a
Driving Concrete Pile
Soil Data:
Depth Gamma Phi C
-ft
-Iblf3
-kplf2
0
112
31
000
7
50
28
000
12
45
0
025
30
50
28
0.00
34
60
35
000
37
55
33
000
42
60
35
0,00
K
e50 or Dr
-Ibli3
% _
31
29
6
11
18
2.5
6
7
70
56
40
42
80
53
Nspt
8
2
1
1
22
13
20
Loads:
Load Factor for Vertica! Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Vertical Load, Q= 120.0 -kp
Shear Load, P= 6.0 -kp
Moment, M= 0 0 -kp-f
Profile:
Pile Length. L= 50.0 -ft
Top Height, H= 0 -ft
Slope Angle, As= 0
Batter Angle, Ab= 0
Pile Data:
Figure 1
Depth
Width
Area
Per. I
E
Weight
A.
-in
-in-2
-in4 __
_kpii2
-k 1f
0.0
12
144.0
_-in
48.0 1728.0
3000
0.150
50.0
12
144.0
48.0 1728.0
3000
0.150
Vertical capacity:
Weight above Ground= 0.00 Total Weight= 4.82-kp 'Soil Weight is not included
Side Resistance (Down)= 139.744-kp Side Resistance (Up)= 92.935-kp
Tip Resistance (Down)= 149.068-kp Tip Resistance (Up)= 0 000-kp
Total Ultimate Capacity (Down) Quit= 288.812-kp Total Ultimate Capacity (Up)= 97.752-kp
Total Allowable Capacity (Down) Qallow= 128.361-kp Total Allowable Capacity (Up) Qallow= 46.122-kp
OK! Qallow > Q
Settlement Calculation:
At Q= 120.00-kp Settlement= 0.10762-in
At Xallow= 1.00-in Qallow= 99999.00000-kp
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
P-1349 Training Building
G-ER 110-6171

LATERAL ANALYSIS
a
Driving Concrete Pile
Depth
Gamma
Phi
C K
-ft
-lb1f3
-k /�_f2 -lb/13
0
112
31
0.00 31
7
50
28
0.00 6
12
45
0
0.25 18
30
50
28
0.00 6
34
60
35
0.00 70
37
55
33
0.00 40
e50 or Dr Nspt
29
8
11
2
2.5
1
7
1
56
22
42 13j
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Vertical Load, Q= 70.0 -kp
Shear Load, P= 6.0 -kp
Moment, M= 0.0 -kp-f
Profile:
Pile Length, L= 40.0 -ft
Top Height, H= 0 -ft
Slope Angle, As= 0
Batter Angle, Ab= 0
Pile Data:
Depth
Width
Area
-ft
-in
-in2
0.0
12
144.0
40.0
12
144.0
Single Pile Lateral Analysis:
Top Deflection, yt= 0.25900-in
Max. Moment, M= 17 92-kp-f
Top Deflection Slope, St=-0.00395
OKI Top Deflection. 0.2590-in is less than the Allowable Deflection= 100.00-in
Per. I
E
-in -1n4
-kpli2
48.0 1728.0
3000
48.0 17280
3000
Figure 3
Weight
-kp/f
0.150
0.150
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
The Max. Moment calculated by program is an internal force from the applied load conditions Structural engineer has to check whether
the pile has enough capacity to resist the moment with adequate factor of safety. If not, the pile may fail under the load conditions.
GLER P-1349 Training Building
11 Q-61 11

LATERAL ANALYSIS
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Vertical Load, Q= 120.0 -kp
Shear Load, P= 8.0 -kp
Moment, M= 0.0 -kp-f
Profile:
Pile Length, L= 50.0 -ft
Top Height, H= 0 -ft
Slope Angle, As= 0
Batter Angle, Ab= 0
Driving Concrete Pile
Soil Data:
Pile Data:
Depth Gamma Phi C
K
e50 or Dr
Nspt Depth Width
Area
Per.
-ft -Iblf3 -kp/f2
-Ib/i3
%
L -ft -in
-in2
-in -in4
0 112 31 0.00
31
29
8 0.0 12
144.0
48.0 17-28.0
7 50 28 0.00
6
11
2 50.0 12
144.0
48.0 1728.0
12 45 0 0.25
18
2.5
1
30 50 28 0.00
6
7
1
34 60 35 0.00
70
56
22
37 55 33 0.00
40
42
13
42 60 35 0.00
80
53
20
Single Pile Lateral Analysis:
Top Deflection, yt= 0.40100-in
Max. Moment, M= 26.58-kp-f
Top Deflection Slope, St=-0.00597
OK! Top Deflection, 0.4010-in
is less than the Allowabie Deflection= 100.00-in
Figure 2
E
Weight
-kpli2
-kplf
3000
0.150
3000
0.150
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
The Max. Moment calculated by program is an internal force from the applied load conditions. Structural engineer has to check whether
the pile has enough capacity to resist the moment with adequate factor of safety. If not, the pile may fail under the load conditions.
ORR P-1349 Training Building
110-6171

VERTICAL ANALYSIS
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Vertical Load, Q= 5.0 -kp
Shear Load, P= 0.0 -kp
Moment, M= 0.0 -kp-f
Profile:
Pile Length, L= 8.0 -ft
Top Height, H= 0 -ft
Slope Angle, As= 0
Satter Angle, Ab= 0
6"X6" TIMBER POST
Boll Data: Pile Data:
Depth Gamma Phi C K e50 or Dr Nspt Depth Width
-ft -Ibtf3 -kp1f2 -lbl13 % -ft -in
0 115 0 0.75 136 1.10 6 0.0 6
7 50 0 0.50 42 1.50 3 8.0 6
12 45 0 0.25 15 2.50 1
22 60 36 0.00 65 54 20
Fiaure 1
Area
Per. I
E
Weight
-in2
-in -in4
-kpA2
-kplf
36.0
24.0 108.0
500
0.018
36.0
24.0 108.0
500
0.018
Vertical capacity:
Weight above Ground= 0.00 Total Weight= 0 13-kp 'Soil Weight is not included
Side Resistance (Down)= 11.503-kp Side Resistance (Up)= 11.503-kp
Tip Resistance (Down)= 1.012-kp Tip Resistance (Up)= 0 000-kp
Total Ultimate Capacity (Down) Quit= 12.516-kp Total Ultimate Capacity (Up)= 11.632-kp
Total Allowable Capacity (Down) Qallow= 5.619-kp Total Allowable Capacity (Up) Qallow= 5.130-kp
OK! Qallow > Q
Settlement Calculation:
At Q= 5.00-kp Settlement= 0.01636-in
At Xallow= 1.00-in Qallow= 99999.00000-kp
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
GAR
P-1349 Ped Bridges
110-6171

,..
VERTICAL ANALYSIS
gyp'
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Verticai Load, Q= 8.0 -kp
Shear Load, P= 0.0 -kp
Moment, M= 0.0 -kp-f
Profile:
Pile Length, L= 12.0 -ft
Top Height, H= 0 -ft
Slope Angle, As= 0
Batter Angle, Ab= 0
6"X6" TIMBER POST
Soil Data:
Depth Gamma
Phi
C
K
e50 or Dr
Nspt
-ft -lb/f3
-kp/11`2
-lbfi3
%
_
0 115
0
0,75
136
1.10
6
7 50
0
0.50
42
1.50
3
12 45
0
0.25
15
2.50
1
22 60
36
0,00
65
54
20
Pile Data:
Figure 2
Depth
Width
Area
Per. I
E
Weight
-ft
-in
-in2
-in -In4
-k li2
-k /f
0.0
6
36.0
24.0 108.0
500
0.018
12.0
6
36.0
24.0 108.0
500
0.018
Vertical capacity:
Weight above Ground= 0.00 Total Weight= 0.14-kp `Soil Weight is not included
Side Resistance (Down)= 15 511-kp Side Resistance (Up)= 15.511-kp
Tip Resistance (Down)= 0.563-kp Tip Resistance (Up)= 0.000-kp
Total Ultimate Capacity (Down) Quit= 16.073-kp Total Ultimate Capacity (Up)= 15.649-kp
Total Allowable Capacity (Down) Qallow= 8.037-kp Total Allowable Capacity (Up) Qallow= 6.882-kp
OK! Qallow > Q
Settlement Calculation:
At Q= 8.00-kp Settlement= 0.03711-in
At Xallow= 1.00-in Qallow= 99999.00000-kp
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
GWR
P-1349 Ped Bridges
110-6171

Shallow Foundation Bearing Capacity Determination
GeoEnvironrnental Resources, Inc.
Project: P-1349 SOTG
Project M 110-6171
Date: 7/24/2013
Enaineer: CFC
SIN iE LAYERBEARiNq
CAPACiTy
TWO LAYERBEARiNq
CAPACiTy
Square
Strip
First Layer
Second Layer
Footing Width (ft) =
3
Footing Width (ft) =
2
Footing Width (ft) =
Footing Width (ft) =
Depth of Footing (ft) =
2
Depth of Footing (ft) =
2
Depth of Footing (ft) =
Depth of Footing (ft) =
Soil friction angle =
30
Soil friction angle =
30
Soil friction angle =
Soil friction angle =
Soil cohesion (psf) =
0
Soil cohesion (psf) =
0
Soil cohesion (psf) =
Soil cohesion (psf) =
Soil unit weight (pcf) =
110
Soil unit weight (pcf) =
110
Soil unit weight (pcf) =
Soil unit weight (pcf) =
Ng =
12.8
Ng =
15.0
Ng =
0.0
Ng = 0.0
Nc =
37.5
Nc =
30.0
Nc =
5.1
Nc = 5.1
Nq =
18.3
Nq =
18.3
Nq =
1.0
Nq = 1.0
Layer 1 qult (psf) =
6139
Layer 1 qult (psf) =
5685
Layer 1 qult (psf) =
0
Layer 2 qult (psf) = 0
FS=
2.5
FS=
2.5
FS=
FS=
qall (psf) =
2456
qall (psf) =
2274
pall (psf) =
#DIVIO!
qall (psf) = #DIVJO!
Critical Depth
USE =
2000
USE =
2000
Square Footing =
#DIVIO!
Strip Footing =
#DIV/O!
Buildings

Shallow Foundation Bearing Capacity Determination
GeoLivironrnentai Resources, Inc.
Project: P-1349 SOTG
Project #: 110-6171
Date: 7/24/2013
Engineer- CFC
SIN IE LaERBEARNq
CAPACiTy
TWO LAYERBEARiNq
CA ACI
Square
Strip
First Layer
Second Layer
Footing Width (ft) =
Footing Width (ft) =
4
Footing Width (ft) =
4
Footing Width (ft) =
4
Depth of Footing (ft) =
Depth of Footing (ft) =
2
Depth of Footing (ft) =
2
Depth of Footing (ft) =
3
Soil friction angle =
Soil friction angle =
28
Soil friction angle =
28
Soil friction angle =
0
Soil cohesion (psf) =
Soil cohesion (psf) =
0
Soil cohesion (psf) =
0
Soil cohesion (psf) =
750
Soil unit weight (pcf) =
Soil unit weight (pcf) =
110
Soil unit weight (pcf) =
110
Soil unit weight (pcf) =
75
Ng=
0.0
Ng=
10.9
Ng=
10.9
Ng=
0.0
Nc =
6.4
Nc =
25.7
Nc =
25.7
Nc =
5.1
Nq =
1.0
Nq =
14.7
Nq =
14.7
Nq =
1.0
Layer 1 quit (psf) =
0
Layer 1 quit (psf) =
5626
Layer 1 quit (psf) =
5626
Layer 2 quit (psf) =
4080
FS =
2.5
FS =
2.5
FS =
2.5
FS =
2.5
qall (psf) =
0
gall (psf) =
2250
qall (psf) =
2250
qall (psf) =
1632
Critical Depth
USE =
USE =
Square Footing =
1.0
USE =
1500
Strip Footing =
1.9
Retaining Wall

54rIFi02-016
'l�eience
CFC
7/25/2013, 5,01:33 PM
•
r
P-1349 SOTG
Settlement of Building Pad from Site Grading
Company
frle Name
Total Settlement (in)
0.000
0.075
0.150
0.225
0.300
0.375
0.450
0.525
0.600
0.675
0.750
max (stage): 0.74 in
max (all): 0.74 in
GER
Bldg Pads3z
Page 1 of 1

�1S Page 1 of 1
-�sience
-, ,--r-ter-
_Inn n inn qnn
+oicienc . & CFC
7/25/2013, 5:01:33 PM
P-1349 SOTG
Settlement of Building Pad from Site Grading
Name
Consolidation Settlement
(in)
O.CC
0,02
0.04
0.06
0.00
0.10
0.12
0.14
0.16
0.18
- 0.20
max (stage): 0.19 in
max (all): 0.19 in
GER
Bldg Pad.s3z

to" %.ience
Total Settlement (in)
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
2.0
max (stage): 1.51 in
max (all): 1.51 in
I
30 40 50 60
Pro1ed
P-1349 SOTG
•� a OesaW m Settlement of Training Building Footing @ 350 k
°m`mer CFC C—a3nr GER
Hare File Name
F`IIM MIA 7/25/2013, 5:31:53 PM Bldg Ftg.s3z
Page 1 of 1

�6 Page 1 of 1
,ls�sience
*cie c DMw
z. By CFC
7/25/2013, 5:31:53 PM
P-1349 SOTG
Settlement of Building Strip Footing @ 2 ksf
Company
Total Settlement (in►
0.00
0102
0.04
0,06
0.08
0.10
0.12
O.14
0116
0.18
0.20
max (stage): 0.19 in
max (all); 0.19 in
GER
Bldg Ftg - Strip.s3z

-20
top,
w �j ien I-dw" By
CFC
7/25/2013, 4:10:19 PM
.
MaaarW Nattte
CAW
Uak view
MteM
krow
waevsuefaa111
MIM}
( 11;M1
!s¢)
ides)
MalerW 1
C
120
Mohr-Coubmb
0.02
34
None
Materrai 2
■
ISO
Mohr-Coutomb
99999
0
None
Material 3
®
110
117
Mohr -Coulomb
0.02
28
Water Surface
Matenat4
®
110
117
Mohr -Coulomb
750
0
Water Surface
Materials
10s
110
Mohr -Coulomb
250
0
Water Surface
Mate0a16
®
120
127
Mohr -Coulomb
0,02
35
Water Surface
, r-. . - . . r ,--r .--.--,--.--i— , - I ___T_ , , . . . . _� T .
P-1349 Retaining Wall
Bishop, ]anbu, Spencer Min.
1:234 C.'."'
Mmie
GER
6171 Ret Wail SLIDE2.0.slim

Safety Factor
0.000
0.250
0.500
0.750
1.000
1.250
1.500
1.750
2.000
2.250
2.500
2.750
3.000
3.250
3.500
3.750
4.000
4.250
4.500
4.750
5.000
5.250
5.500
5.750
6.000+
to, rj, s
wi cfen
4
0 20 40 60
P-1349 Retaining Wall
sDMjww Bishop, Janbu, Spencer Min.
a/ CFC scale 1:250 ff
7/25/2013, 4:10:19 PM IFA? Aw 7e
GER
6171 Ret Wall SLIDE2.0.slim
Page 1 Of 1

Safety Factor
0.000
0.250
0,500
0.750
1.000
1.250
1.500
1.750
2.000
2.250
2.500
2-750
3.000
3.250
3.500
3.750
4.000
4,250
4,500
4.750
5.000
5.250
5.500
5.750
6.000+
-60
-40 -20 0
-� ien c
Drawn 9y
pate
�'1%cience
K51
40
CFC
7/25/2013, 4:10:19 PM
P-1349 Retaining Wall
Bishop, ]anbu, Spencer Min.
1:250 a ,.,
4
GER
6171 Ret Wall SLIDE2.0.slim
Page 1 of 1

Page i of 1
'1 Ymence
0 100 200
P-1349 SOTG
� a A °"P"°°
tip, &Retaining Wall Settlement
6!mence
Drawn By CFC C—pany GER
Date 7/25/2013, 5:58:10 PM File AWm Ret Wall.s3z
••■■•■•■•••i■i■i••i•i■ii■i■■■ii■iiiiiiiii�■�

0,1% ,Ience Page 1 of 1
tip,
%,icienct- �n�
I
CFC
7/25/2013, 5:59:10 PM
P-1349 SOTG
Retaining Wall Settlement
cc--mnr
Name
Consolidation Settlement
{in}
0.00
0.08
0.16
0.24
0.32
0.40
0.48
0.56
0.64
0.72
0.80
max (stage): 0.78 in
max )all): 0.78 in
GER
Ret Wall.s3z

APPENDIX E
PROCEDURES AND INTERPRETATION METHODS
GER

GEOTECHNICAL EXPLORATION PROCEDURES
Boring, Sam,.pling & Standard Penetration Testing
Standard penetration testing and split barrel sampling are conducted at regular intervals in a
borehole in accordance with ASTM D 1586. Standard practice on most GER projects is to
perform this testing and sampling continuously within the upper 10 feet of the subsurface, and
then at maximum 5-foot center -to -center intervals thereafter. At the desired test depth, the
drilling tools are removed and a split barrel sampler is connected to the drilling rods and
lowered back into the borehole. The sampler is first seated six inches into the bottom of the
hole to penetrate any loose cuttings from the drilling operations. It is then driven an additional
12 inches by the impact of a 140 pound hammer free -falling 30 inches. The number of hammer
blows required to drive the sampler for each 6-inch interval is recorded. The combined number
of blows required to drive the sampler the final 12 inches is designated standard penetration
resistance or N-value. Representative portions of soil from each split barrel sample are placed in
air tight glass jars or plastic bags and transported to a laboratory.
Undisturbed Sampling
Split barrel samples are used for visual examination and simple laboratory classification tests;
however, they are disturbed and not sufficiently intact for quantitative laboratory testing such
as strength or consolidation. When such laboratory testing is desired, relatively undisturbed
samples are obtained by slowly pushing a 3-inch diameter, thin -walled (16 gauge) galvanized
steel tube into the soil at desired sampling depths. This is followed by carefully removing the
soil -filled tube from the borehole and sealing the ends to prevent moisture loss. The procedure
is described in ASTM D 1587. Undisturbed tube samples are most frequently used for sampling
cohesive soils (clay and silt), but may be used to sample fine grained cohesionless soils with the
aid of a piston sampling head.
Excavation
When explorations do not require machine -drilled borings, excavations, test pits, hand auger
borings and other means described in ASTM D 4700 may be used to observe shallow
subsurface conditions and to collect soil samples. The maximum depth of these methods is
generally limited by the depth of groundwater. These methods are useful in obtaining bulk
samples for laboratory classification, compaction and other remolded tests.
Rock Coring
Core drilling methods described in ASTM D 2113 are used to advance boreholes into rock or
extremely dense soils which are not penetrable by conventional boring methods and typically
exhibit more than 100 blows per foot by ASTM D 1586. Core drilling methods employed by GER
use double tube swivel -type designed equipment with a drilling fluid, in which an outer tube
rotates and performs the cutting while the inner tube remains stationary and collects a
continuous sample of rock.
In -Situ Methods
In -situ tests are sometimes used on projects to obtain additional subsurface data. These
methods provide direct and empirical measurement of various soil properties without collection
of actual samples. Because samples are not collected, it is not common practice in the U. S. to

utilize in -situ tests alone to accomplish geotechnical investigations. On projects where in -situ
® testing is used, it is customary to perform them in conjunction with borings.
® soil ClassiFcation
Soil classification tests provide a general guide to the engineering properties of various soil
types. Samples obtained during drilling operations are examined and visually classified by an
® engineer or geologist according to consistency, color and texture. These classification
descriptions are included on the boring records. The classification system is primarily qualitative
® and for detailed soil classification, two laboratory tests are necessary; grain size tests and
® plasticity tests. Using these test results, the soil can be classified according to the AASHTO or
® Unified Classification System (ASTM D 2487). Each of these classification systems and the
in -place physical soil properties provides an index for estimating the soil's behavior. The soil
�i classification and physical properties obtained are presented on the following sheets.
Grain size rests
Grain size tests are performed to determine the soil classification and the grain size distribution.
The soil samples are prepared for testing according to ASTM D 421 (dry preparation) or ASTM
® D 2217 (wet preparation). The grain size distribution of soils coarser than the #200 U.S.
Standard Sieve (0.074 mm opening) is determined by passing the samples through a standard
® set of nested sieves. Materials passing the No. 200 sieve are suspended in water and the grain
® size distribution calculated from the measured settlement rate. These tests are conducted in
accordance with ASTM D 422.
Plasticity rests
Plasticity tests are performed to determine the soil classification and plasticity characteristics.
The soil plasticity characteristics are defined by the Plastic Index (PI) and the Liquid Limit (LL).
The PI is related to the volume changes which occur in confined soils beneath foundations. The
a PI and LL are determined in accordance with ASTM D 4318.
� Ph,.Xsical Properties
The in -place physical properties are described by the specific gravity, wet unit weight, moisture
content, dry unit weight, void ratio and percent saturation of the soil. The specific gravity and
moisture content are determined by ASTM D 854 and D 2216, respectively. The wet unit weight
is found by obtaining a known volume of soil and dividing the wet sample weight by the known
volume. The dry unit weight, void ratio and percent saturation are calculated values.
California Bearing Ratio
The California Bearing Ratio (CBR) test is a comparative measure of the shearing resistance of a
soil. It is used with empirical curves to design asphalt pavement structures. The test is
performed in accordance with ASTM D 1883 or Virginia Test Method Designation VTM-8. A
representative bulk sample is compacted in a six-inch diameter CBR mold in five (5) equal
(� layers, using 45 evenly spaced blows per layer with a 5.5 lb. hammer falling 12 inches. CBR
tests may be run on the compacted samples in either soaked or unsoaked conditions, with
samples penetrated at the rate of .05 inches per minute to a depth of 0.5 inches. The CBR
value is the percentage of the load it takes to penetrate the soil to a specified depth compared
to the load it takes to penetrate a standard crushed stone to the same depth.

Consolidation Tests
Consolidation tests determine the change in height of a soil sample with increasing load. The
results of these tests are used to estimate the settlement and time rate of settlement of
structures constructed on similar soils. The test is run in accordance with ASTM D 2435 on a
single element of an extruded undisturbed sample. The test sample is trimmed into a disk
approximately 21/2 inches in diameter and one inch thick. The disk is confined in a stainless
steel ring and sandwiched between porous plates and subjected to incrementally increasing
vertical loads, with the resulting deformations measured with micrometer dial gauges. Void
ratios and percent strain deformation are then calculated from these readings. The test results
are presented in the form of a stress -strain or vertical pressure versus void ratio curve.
Triaxial Shear Tests
Triaxial shear tests are used to determine the strength characteristics and elastic properties of a
soil sample. Triaxial shear tests are conducted either on relatively undisturbed samples of virgin
material or on remolded -compacted samples of representative site materials. The samples are
then trimmed into cylinders and encased in rubber membranes. Each is then placed into a
compression chamber and confined by hydrostatic cell pressure. An axial load is applied until
the sample fails in shear. Test results are presented in the form of stress -strain curves and
stress paths to failure.
Various types of triaxial tests may be performed. The most suitable type of triaxial test is
determined by the loading conditions imposed on the soil in the field and by drainage
characteristics of the site. Types of triaxial tests normally performed include:
• Consolidated-Isotropic-Undrained (CIU test)
• Consol idated-An isotropic- U ndra ined (CK.0 test)
• Consolidated -Isotropic -Drained (CID test)
• Consolidated -Anisotrop ic- Dra i ned (CKoD test)
• Unconsolidated-Undrained (UU test)
U
4

CONETEC INTERPRETATION METHODS
A Detailed Description of the Methods Used in
ConeTec's CPT Interpretation and Plotting Software
Revision SZW-Rev 02
March 12, 2008
Prepared by Jim Greig
CONETEC

CONETEC ConeTec
Environmental and Geotechnical Site Investigation Contractors
ConeTec Interpretations as of March 12, 2008
ConeTec's interpretation routine provides a tabular output of geotechnical parameters based on current
published CPT correlations and is subject to change to reflect the current state of practice. The
interpreted values are not considered valid for all soil types. The interpretations are presented only as a
guide for geotechnical use and should be carefully scrutinized for consideration in any geotechnical
design. Reference to current literature is strongly recommended. ConeTec does not warranty the
correctness or the applicability of any of the geotechnical parameters interpreted by the program and does
not assume liability for any use of the results in any design or review. Representative hand calculations
should be made for any parameter that is critical for design purposes. The end user of the interpreted
output should also be fully aware of the techniques and the limitations of any method used in this program.
The purpose of this document is to inform the user as to which methods were used and what the
appropriate papers and/or publications are for further reference.
The CPT interpretations are based on values of tip, sleeve friction and pore pressure averaged over a
user specified interval (e.g. 0.20m). Note that q, is the tip resistance corrected for pore pressure effects
and q, is the recorded tip resistance. Since all ConeTec cones have equal end area friction sleeves, pore
pressure corrections to sleeve friction, fs, are not required.
The tip correction is: q, = q. + (1-a) • uz
where: qt is the corrected tip resistance
q, is the recorded tip resistance
uz is the recorded dynamic pore pressure behind the tip (uz position)
a is the Net Area Ratio for the cone (typically 0.80 for ConeTec cones)
The total stress calculations are based on soil unit weights that have been assigned to the Soil Behavior
Type zones, from a user defined unit weight profile or by using a single value throughout the profile.
Effective vertical overburden stresses are calculated based on a hydrostatic distribution of equilibrium
pore pressures below the water table or from a user defined equilibrium pore pressure profile (this can be
obtained from CPT dissipation tests). For over water projects the effects of the column of water have
been taken into account as has the appropriate unit weight of water. Now this is done depends on where
the instruments were zeroed (i.e. on deck or at mud line).
Details regarding the interpretation methods for all of the interpreted parameters are provided in Table 1.
The appropriate references cited in Table 1 are listed in Table 2. Where methods are based on charts or
techniques that are too complex to describe in this summary the user should refer to the cited material.
The estimated Soil Behavior Types (normalized and non -normalized) are based on the charts developed
by Robertson and Campanella shown in Figures 1 and 2. The Bq classification charts are not reproduced
in this document but can be reviewed in Lunne, Robertson and Powell (1997) or Robertson (1990).
Where the results of a calculation/interpretation are declared 'invalid'the value will be represented by the
text strings "-9999" or "-9999.0". In some cases the value 0 will be used. Invalid results will occur
because of (and not limited to) one or a combination of:
1. Invalid or undefined CPT data (e.g. drilled out section or data gap).
2. Where the interpretation method is inappropriate, for example, drained parameters in an
undrained material (and vice versa).
3. Where interpretation input values are beyond the range of the referenced charts or specified
limitations of the interpretation method.
4. Where pre -requisite or intermediate interpretation calculations are invalid.

CPT Interpretation Methods
Page 2/7
The parameters selected for output from the program are often specific to a particular project. As such,
not all of the interpreted parameters fisted in Table 1 may be included in the output files delivered with this
report.
The output files are provided in Microsoft Excel XLS format. The ConeTec software has several options
for output depending on the number or types of interpreted parameters desired. Each output file will be
named using the original COR file basename followed by a three or four letter indicator of the
interpretation set selected (e.g. BSC, TBL, NLI or IFI) and possibly followed by an operator selected suffix
identifying the characteristics of the particular interpretation run.
Table 1
CPT Interpretation Methods
Interpreted
Parameter
Description
Equation
Ref
Mid Layer Depth
Depth
(where interpretations are done at each point then Mid
Depth (Layer Top) + Depth (Layer Bottom)12.0
Layer Depth = Recorded Depth)
Elevation
Elevation of Mid Layer based on sounding collar elevation
Elevation - Collar Elevation - Depth
supplied by client
Ayggc I �q`
Av c
gq
Averaged recorded tip value
g P (q.)
n=1 when interpretations are done at each point
Av t
9q
Averaged corrected tip (q,) where:
A,gyr = n y,
q, =q, +(1-a).0
n=1 when interpretations are done at each point
Avgfs
Averaged sleeve friction (f.)
I
Avgfs = n fir
n=1 when interpretations are done at each point
Averaged friction ratio (Rf) where friction ratio is defined
Rf
Av!
9
as:
Av%Rf=10(r/.•A1�
Rf =1t)oJ •fp
yr
n=1 when interpretations are done at each point
Avgu
Averaged dynamic pore pressure (u)
A,gu» �tt;
n=1 when interpretations are done at each point
Averaged Resistivity (this data is not always available
l
A�'�+_-i RESISTIVITY,
Avgftes
since it is a specialized lest requiring an additional
„,,,
module)
n=1 when interpretations are done of each point
Averaged UVIF ultra -violet induced Fluorescence (this
1
A`g" _-, UVIF
AvgUVIF
data is not always available since it is a specialized test
'-J
requiring an additional module)
n=1 when interpretations are done at each point
AvgTemp
Averaged Temperature (this data is not always available
Augu = FTEMPER,4TURE.
since it is a specialized test)
n=1 when interpretations are done at each point
Averaged Gamma Counts (this data is not always
I
A'g" = F GAMM�f,
AvgGamma
available since it is a specialized test requiring an
n
additional module)
n=1 when interpretations are done at each point
SBT
Soil Behavior Type as defined by Robertson and
See Figure 1
2.5
Cam anella
ConeTec Interpretation Methods SZW-Rev 02
Revised 2008-03-12 CONFTEc

CPT Interpretation Methods
Page 3f7
Interpreted
Parameter
Description
Equation
Ref
Unit Weight of soil determined from one of the following
user selectable options:
U.Wt.
1) uniform value
See references
5
2) value assigned to each SBT zone
3) user supplied unit weight profile
Total vertical overburden stress at Mid Layer Depth.
TSuess =
T. Stress
1
A layer is defined as the averaging interval specified by
where n is layer unit weight
t3v
the user. For data interpreted at each point the Mid Layer
hi is layer thickness
Depth is the same as the recorded depth.
E. Stress
(TV
Effective vertical overburden stress at Mid Layer Depth
Estress = Tstress - ueq
For hydrostatic option:
Equilibrium pore pressure determined from one of the
following user selectable options:
ury = Y. . (D—D.,)
Ueq
where ueq is equilibrium pore pressure
1) hydrostatic from water table depth
yw is unit weight of water
2) user supplied profile
D is the current depth
D,,,t is the depth to the water table
Cn=(Q )-a.s
Cn
SPT Naa overburden correction factor
where a,'is in tsf
0.5<Cn<2.0
SPT N value at 60% energy calculated from gt1N ratios
N60
assigned to each SBT zone. This method has abrupt N
See Figure 1
4, 5
value changes at zone boundaries.
(N,)so
SPT N60 value corrected for overburden pressure
(Nr)6o = Cn • N6o
4
Nmic
SPT N60 values based on the Ic parameter
(gtipa)l N6a = 8.5 (1 — Icf4.6)
5
(N,)6oIc
SPT N6a value corrected for overburden pressure (using
1) (Na)6cic= Cn . (N6olc)
4
N6a h) User has 2 options.
2) q.1d (Nr)6olc = 8.5 (1 — ICI4.6)
5
1) (N, )soje = a + 0((N+)661c)
10
2) (Nt)60�lc = KSPT ' ((N46010
10
3) gctnw}I (Nt)60.le = 8.5 (1 — Ic14.6)
5
(NI )6o.Ic
Clean sand equivalent SPT (Nj)(j61c. User has 3 options.
FC s 5%: a = 0, 0=1.0
FC z 35 /o a = 5.0, R=1.2
5% < FC < 35% a = exp[1.76 — (1901FC2)]
[i = [0.99 + (FC 511000)]
Su
Undrained shear strength - Nk, is user selectable
Su = Nr 0-`
N,,
1,5
k
Coefficient of permeability (assigned to each SBT zone)
I 5
B9 = All
`, — Cr,
Bq
Pore pressure parameter
where: du = u — ie'v
1, 5
and u = dynamic pore pressure
ueq = equilibrium pore pressure
Normalized qt for Soil Behavior Type classification as
�r = `l! —6
2,5
Qt
defined by Robertson, 1990
6
ConeTec Interpretation Methods SZW-Rev 02"
Revised 2008-03-12 CONETEC

CPT Interpretation Methods
Page 4f7
Interpreted
Parameter
Description
Equation
Ref
Normalized Friction Ratio for Soil Behavior Type
Fr = 100% • fs
2,5
Fr
classification as defined by Robertson, 1990
q1 - cr
SBTn
Normalized Soil Behavior Type as defined by Robertson
See Figure 2
2,5
and Campanella
SBT-BQ
Non -normalized soil behavior type based on the Sq
See Figure 5.7 (reference 5)
2,5
parameter
SBT-BQn
Normalized Soil Behavior base on the Bq parameter
See Figure 5.8 (reference 5) or Figure 3
(reference 2)
/c = ((3.47 — log 105)2 + (loglo Fr + 1.2P)2?:o
2.5
Where: —
Q — (q,
Ic
Soil index for estimating grain characteristics
And Fr is in percent
3,8
P. = atmospheric pressure
Pee = atmospheric pressure
n varies from 0.5 to 1.0 and is
selected in an iterative manner based on the
resulting 1,
FC=1.75(lc3.zs) _ 3.7
FC
Apparent Tines content (%)
FC=100 for Ic > 3.5
3
FC=O for lc < 1.26
FC = 5% if 1. 64 < Ic < 2.6 AND Fr<O. 5
1c < 1.31 Zone = 7
This parameter is the Soil Behavior Type zone based on
1.31 < Ic < 2.05 Zone = 6
2.05 < Ic < 2.60 Zone = 5
Ic Zone
the Ic parameter (valid for zones 2 through 7 on SSTn
2.60 < Ic < 2.95 Zone = 4
3
chart)
2.95 < Ic < 3.60 Zone = 3
Ic > 3,60 Zone = 2
Friction Angle determined from one of the following user
selectable options:
PHI
a) Campanella and Robertson
See reference
5
b) Durgunoglu and Mitchel
5 5
c) Janbu
11
d) Kulhawy and Mayne
Relative Density determined from one of the following user
selectable options:
Dr
a) Ticino Sand
See reference
5
b) Hckksund Sand
c) Schmerlmann 1976
d) Jamiotkowski - All Sands
a) Based on Schmertmann's method involving a
Plot of S1/61' 1( S /6, )Nc and OCR
OCR
Over Consolidation Ratio
g
where the Sulp' ratio for NC clay is user
selectable
State
The state parameter is used to describe whether a soil is
Parameter
Contractive (SP is positive) or dilative (SP is negative) at
See reference
8, 6, 5
large strains based on the work by Been and Jefferies
Eslqt
Intermediate parameter for calculating Young's Modulus,
Based on Figure 5.59 in the reference
5
E, in sands. It is the Y axis of the reference chart.
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CPT Interpretation Methods
Page 5/7
Interpreted
Parameter
Description
Equation
Ref
Young's Modulus based on the work done in Italy. There
are three types of sands considered in this technique. The
Mean normal stress is evaluated from:
user selects the appropriate type for the site from:
3
a) OC Sands
1
�_ = 3'
Young's
b) Aged NC Sands
5
Modulus E
c) Recent NC Sands
where crv'= vertical effective stress
Q„'= horizontal effective stress
Each sand type has a family of curves that depend on
mean normal stress. The program calculates mean
and ah= Ka' 6 with Ko assumed to be 0.5
normal stress and linearly interpolates between the two
extremes provided in the Eslgt chart.
q°'
q, normalized for overburden stress used for seismic
gci = qc • (Palk )0.5
3
analysis
where: Pa = atm. Pressure
q, is in Mpa
gctn
qc,n = (qc, / Pa)(Pa/(Tv')
q�, in dimensionless form used for seismic analysis
where: Pa = atm. Pressure and n ranges from
3
0.5 to 0.75 based on Ic.
KSPT
Equivalent clean sand factor for (N1)60
KSPT = 1 + ((0.75130) ' (FC — 5))
10
Kcp, = 1.0 for fc 5 1. 64
KcPT
Equivalent clean sand correction for qeN
Kcpr = f(1 j for /, > 1.64 (see reference)
10
gc,no
Clean sand equivalent qc,n
gcrncs = qc,n • Kcpr
3
gc,ncs 50:
CRR7.5 = 0.833 [(gc,nc5/1000] + 0.05
CRR
Cyclic Resistance Ratio (for Magnitude 7.5)
50 5 gc,ncs < 160:
10
CRR7.5 = 93 [(gc,n./10001' + 0.08
CSR = (Tav16v) = 0.65 (a.., / g) (6v/ 6v') rd
rd = 1.0 — 0,00765 z z 5 9.15m
10
CSR
Cyclic Stress Ratio
rd = 1.174 — 0.0267 z 9.15 < z 5 23m
rd = 0.744 — 0.008 z 23 < z —< 30m
rd = 0.50 z > 30m
MSF
Magnitude Scaling Factor
See Reference
10
FofS
Factor of Safety against Liquefaction
FS = (CRRj_5 / CSR) MSF
10
Liquefaction
Statement indicating possible liquefaction
Takes into account FofS and limitations based I,
10
Status
and qc,,,c,.
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CPT Interpretation Methods page 617
1000
":J Q'..a
1►2
1
Q
g '
Zone gG1,N
= ,'SbiaE Beheh avior Type J..
-
M
100 8
1 ■.. 2
2 ■ Y
3 ■ 1
sensitive fine,grained
organic matenal ,
A
_
clay.:��.
4 ■ 1:5
5 ■ 2
sit play. to clay
clayey siltzt�ailR' s
6 ■ 2,g.
7 ■ 3
_
sandy,silt t yey. Mt -z
io
(n
3 4
silty.sand sandy;s+lt°.„�{�
sand to,silty,sand
10
9 ■ 5
111
sand Y
grraavel ly,sand to sand= - f
veryrstdl fine gramed-''„
12> ■ 2
sand to claysa _; •`.
try
overconsoil' dated or,cemented
_
2
1-
0 1
2 3 4 5 6 7 a
Friction Ratio (%), Rf
Figure 1 Non -Normalized Behavior Type Classification Chart
1000
d
G
Zone Normaliied'Sa1:6ehavloreTyFie
Cr
y 1 ■ sensitive 6ne rained
g =
iD0
-
2" ■ organic material' a"
S clay..ts n ctay
c
6
9 ■ clayey sdttosiltyy
5 SIN nd•tosandy,sill
m
6 ■ clean sands to silty sands
7 pravellys�andlo'sand
5
�8 ■ very stiff nd togclayeysand
9 very stilF fine grained e
10
N
E
6
Z
t
2
1
0.1 1 10
Normalized Friction Ratio 9f f rrvo x 100%
Figure 2 Normalized Behavior Type Classification Chart
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CPT Interpretation Methods
Table 2 References
Page 7/7
No.
References
1
Robertson, P.K., Campanella, R.G., Gillespie, D. and Greig, J., 1986, "Use of Piezometer Cone
Data", Proceedings of InSitu 86, ASCE Specialty Conference, Blacksburg, Virginia.
2
Robertson, P.K., 1990, "Soil Classification Using the Cone Penetration Test", Canadian Geotechnical
Journal, Volume 27.
3
Robertson, P.K. and Fear, C.E., 1998, "Evaluating cyclic liquefaction potential using the cone
penetration test", Canadian Geotechnical Journal, 35: 442-459,
4
Robertson, P.K. and Wride, C.E., 1998, "Cyclic Liquefaction and its Evaluation Based on SPT and
CPT", NCEER Workshop Paper, January 22, 1997
5
Lunne, T., Robertson, P.K. and Powell, J. J. M., 1997, " Cone Penetration Testing in Geotechnical
Practice," Slackie Academic and Professional.
Plewes, H.Q., Davies, M.P. and Jefferies, M.G., 1992, "CPT Based Screening Procedure for
6
Evaluating Liquefaction Susceptibility", 45th Canadian Geotechnical Conference, Toronto,
Ontario, October 1992.
7
Jefferies, M.G. and Davies, M.P., 1993. "Use of CPTu to Estimate equivalent N60", Geotechnical
Testing Journal, 16(4): 458-467.
8
Been, K. and Jefferies, M.P., 1985, "A state parameter for sands", Geotechnique, 35(2), 99-112.
9
Schmertmann, 1977, "Guidelines for Cone Penetration Test Performance and Design", Federal
Highway Administration Report FHWA-TS-78-209, U.S. Department of Transportation
10
Proceedings of theNCEER Workshop on Evaluation of Liquefaction Resistance of Soils, Salt
LakeCity, 1996, Chaired by Leslie Youd. 11
Kulhawy, F.H. and Mayne, P.W. ,1990, Manual on Estimating Soil Properties for Foundation Design,
11
Report No, EL-6800, Electric Power Research Institute, Palo Alto, CA, August 1990, 306 p.
ConeTec Interpretation Methods SZW-Rev 02
Revised 2008-03-12 CONETEC
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