SW8081016_HISTORICAL FILE_20150928

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 o +�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
o t S C)g 2a
YYYYMMDD

,'# North Carolina Department of Environmental Quality
Pat McCrory
Governor
September 28, 2015
Mr. Neal Paul, Deputy Public Works Officer
MCB Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: USNtC Stormwater Permit Extensions (75 Permits — See Attachment A)
Onslow County
Dear Mr. Paul:
Donald R, van der Vaart
Secretary
On August 5, 2009, the Governor signed Session Law 2009406. This law impacts any development approval issued by
the Division of Energy, Mineral and Land Resources under Article 21 of Chapter 143 of the General Statutes, which is
current and valid at any point between January 1, 2008, and December 31, 2010. The law extends the effective period of
any stormwater permit that was set to expire during this time frame up to three (3) years from its current expiration date.
On August 2, 2010, the Governor signed Session Law 2010-177, which granted an extra year for an extension of up to
four (4) years.
As a result,120 USMC Camp Lejeune permits are impacted. Of the 120 permits, 45 permits have previously been
issued extensions and 75 permits have been extended effective today. This is summarized in Attachment A.
If you have any questions, need additional copies of the permit or approved plans, please contact Kelly Johnson with
DEMLR in the Wilmington Regional Office at [phone].
Sincere,
-� Tracy Davis, P.E,, Director
Division of Energy, Mineral and Land Resources
GDSlkpj: 111StormwaterlPermits & Prolectsl Each permit file
cc: Michael Taylor, Taylor via emar only, [e-mail]1)
Wilmington Regional Office Stormwater File
Division of Energy, Mineral, and Land Resources
Land Quality Section -- Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
(910) 796-72151 Fax: [phone] • Internet: hftp://portal.ncdenr.or, lwq ebA
An Eoual Opportunity 1 Affirmative Acton Employer— Made in part by recycled paper

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' STORM WATER MANAGEMENT
PERMIT APPLICATION
EXPRESS PERMITTING OPTION
NOV 1 7 2008
BYo%_i�
P-1222 MP COMPANY OPERATIONS COMPLEX
MARINE CORPS BASE
CAMP LEJEUNE, NORTH CAROLINA
October 28, 2008
Rev I1-13-08
HOGGARD/EURE ASSOCIATES. P.0
ENGINEERS/SURVEYORS/PLANNERS
901 PORTCENTRE PARKWAY SUITE 5
PORTSMOUTH, VIRGINIA 23704
[phone]

TABLE OF CONTENTS
1
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1
STORMWATER MANAGEMENT PERMIT APPLICATION
Stormwater Management Permit Application Form
Wet Detention Basin Operation and Maintenance Agreement
Wet Detention Basin Supplement
Two (2) Full Size Partial sets of the civil construction plans. (only pertaining to SWM)
STORM WATER NAMUT1VE
1.0 GENERAL INFORMATION
2.0 STORMWATER INFORMATION
DRAINAGE CALCULATIONS—'
2.1 PREDEVELOPED DRAINAGE CHARACTERISTICS
2.2 DEVELOPED DRAINAGE CHARACTERISTICS
2.3 EXISTING AND DEVELOPED DRAINAGE AREA MAPS
2.4 BMP ROUTING CALCULATIONS CALCULATIONS
2.5 WET DETENTION POND SIZING CALCULATIONS
2.6 WET DETENTION POND VOLUME
2.7 AVERAGE DEPTH CALCULATION (per BMP Manual Errata 7-24-08)
2.8 FOREBAY VOLUME
3.0 APPENDICES
3.1 Applicable Project Specifications
Section 01 57 13.10 22 "Erosion and Sediment Control"
Section 31 23 00.00 20 "Excavation and Fill"
Section 32 92 19 "Seeding"
3.2 Location Map
3.3 USGS Map `5 L N
3.4 Geotechnical Report C-75r 9 6 3 5. Y'7 9-1
P-1222 MP Company Operations Complex October 28, 2008

P1222 — MC COMPANY OPERATIONS COMPLEX
' MARINE CORPS BASE CAMP LEJEUNE, NORTH CAROLINA
SOLICITATION NUMBER: N-62470-08-R-0085
' STORMWATER NARRITIVE
1. GENERAL INFORMATION
a. Name of Project: P-1222, MP Company Operations Complex
1 b. Street Address: Sneads Ferry Road
City: Camp Lejeune
County: Onslow
C. Acres in Tract: . Property is all located within the Boundary of Camp Lejeune
d. Acres Being Disturbed: Approximately 6.64 acres at one location.
' e. Acres in Wetlands: None
f. Ownership Information: United States Marine Corps
' g. Description of Proposed Development: Project "P-1222, MP Company Operations
Complex" consists of Armory Building, Administrative Building and Vehicle
' Maintenance/ Supply Building with 14,189 square foot total area; one (1) parking
lot for 155 privately owned vehicles (POV's) and one (1) parking lot for 77 tactical
vehicles. The buildings and parking lots are located between unnamed gravel
road and Sneads Ferry Road.
The location is indicated on the attached location map. The site description is as
' follow:
The proposed. site is located approximately .1.44 miles southeast from the
' intersection of Sneads Ferry Road and Holcomb Blvd toward Bldg # 989, and
phased from north to south between unnamed gravel road and Sneads Ferry
Road. The site is currently wooded with a dirt road and slopes from west to east.
The site is bounded by Sneads Ferry Road to the east, a wooded area to the
north, the unnamed road to the west and an existing chain link fence to the south.
The site has an anticipated disturbed area of 289,283 sf.
Positive drainage shall be provided away from the new buildings. Piping, ditches
and swales shall be provided as -needed to convey storm water runoff away from
' the building.
A storm water management basin (BMP) shall be constructed west of the parking
lot. Drainage swales and a pipe system shall transport the storm water to the
proposed BMP location. The BMP features shall be designed and sized to meet
the State of North Carolina requirements. The storm water BMP shall meet the
' P-1222 MP Company Operations Complex October 28, 20
08
2988.00.08
1 OF 3

I
Coastal Storm water Rules' non -discharge requirements for the runoff associated
with the 1.5" runoff event.
The total area draining to the BMP is 289,283 sf. The BMP is designed with 3:1
side slopes, relatively fiat bottom and shall treat the first 1.5" from all impervious
surfaces.
'
The distance from the closest proposed building to the edge of the Sneads Ferry
Road is approximately 152 feet. The vehicular access to the tactical parking lot is
gained from unnamed gravel road to the northwest of site. The POV's parking lot is
associated with Sneads Ferry Road with two entrances.
Latitude: 340 66' 18" N 34.6618150
Longitude: 770 31' 89" W-77.3189210
Pre -Developed % Impervious = 0%
'
Developed % Impervious = 65.8%
1
h.
All erosion. control. -measures- shall ,be constructed, prior. to..land.disturbance. All
Stormwater treatment facilities shall be constructed at their appropriate timing.
i.
Sanitary sewer and water supply shall be provided by extension of the existing
1
utility systems. All sewer and water systems are owned and operated by MCB
Camp Lejeune.
j.
There are no historical sites or public monies associated with this project.
'
k.
We do not believe there are any compliance issues with the site.
2. STORMWATER INFORMATION
r
'
a.
Water Body Information
River Basin: White Oak
Stream Classification:, SC -.NSW....
Index Number: New River, 19-(15.5)
Cogdels Creek, 19-23 -0= 1 '
b.
High Density, based on location at Camp Lejeune
Commercial - US Government
1
NPDES Phase II
C.
The proposed total percentage of impervious will be increased by this project.
'
Pre -Developed % Impervious = 0%
Developed % Impervious = 65.8%
'
d.
Number of Proposed Treatment Measures: 1
The construction site will include three buildings such as Armory Building,
''
Administrative Building and Vehicle Maintenance/ Supply Building with 14,189
P-1222.
MP Com panY O perations Com plex October 28, 2008
1
2988.00.08
20F3

square foot total area, minor sidewalks and required utilities. The site disturbance
area is 6.64 acres.
1
1
1
1
1
1
1
1
1
1
1
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The parking lot for tactical vehicles will be treated with a Wet Detention Basin. The
pond shall be sized in accordance with the North Carolina Division of Water
Quality, "Storm water Best Management Practices Manual."
e. All built upon areas shall be treated.
f. There are no Buffer Requirements.
g. No off site water is entering the site or will be treated in the proposed BMP.
h. All property is owned by the US Government.
P-1222, MP Company Operations Complex
2988.00.08
October 28, 2008
30F3

'
2.1 PREDEVELOPED DRAINAGE
CHARACTERISTICS
File: 2988.00.08
Project: P-1222 MP Company
Location: Camp Lejeune, NC
Design: HEA
Date: 914912008
Drainage Area 1
Site Area: 3,91
'
SF
AC
"C"
A*C
Grassed, Good Condition
0,00
0.30
0.00
Existing Trees
170471
3.91
0.25
0.98
'
Impervious Area
0.00
0.90
0.00
170471
3,91
0.25
Weighted C
% Impervious: 0.0%
Drainage Area 2
Site Area: 1.29
'
SF
AC
"C"
A*C
Grassed, Good Condition
0.00
0.30
0.00
'
Existing Trees
Impervious Area
56333
1.29'
0.00
0.25'
0.90
0.32
0.00
56333
1.29
0.25
Weighted C
'
% Impervious: 0.0%
Drainage Area 3
'
Site Area: 1.55
"C"
SF
AC
A*C
Grassed, Good Condition
0.00
0.30
0.00
Existing Trees
67695
1.55
0,25
0.39
Impervious Area
0.00
0.90
0.00
67695
1,55
0.25
Weighted C
1
% Impervious: 0.0%
Drainaqe Area 4
�
Site Area: 0.49
SF
AC
"C"
A*C
Grassed, Good Condition
0.00
0.30
0.00
Existing Trees
21293
0.49
0,25
0.12
Impervious Area
0.00
0.90
0.00
21293
0.49
0.25
Weighted C
1
% Impervious: 0.0%
TOTAL PROJECT
Site Area: 7.25
SF
AC
"C"
A*C
Grassed, Good Condition
0
0.00
0.30
0.00
'
Existing Trees
315792
7.25
0.25
1.81
Impervious Area
0
0.00
0.90
0.00
315792
7.25
0.25
Weighted C
% Impervious: 0.0%

2.2 DEVELOPED DRAINAGE CHARACTERISTICS
File: 2958.00,08
Project: P-1222 MP Company
Location: Camp Lojeuno, NC
Design: HEA
Date:
DRAINAGE AREA 1
Site Area: 6.64
SF
AC
"C"
A*C
Grassed, Good Condition
61,793
1.42
0.30
0.43
Pond Surface
16,600
0.38
0.90
0.34
Exterior Pond
20,594
0.47
0.30
0.14
Existing Trees
0,00
0,25
0.00
Impervious Area including New Bldgs
190,296
4.37
0.90
3.93
289,283
6.64
0,73 Weighted C
% Impervious: 65.8%

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I' Hoggard-Eure Associates, P.G.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Thu Oct 23 15:22:45 2006
PROJECT: CAMP LEJEUNE\CALCULATIONS--DESIGN ANALYSIS\STORM
SEWER - POND\POND.pro
HYDROLOGIC REPORTSUMMARYOFPEAK FLOW RATES
-
-------
- ---
BASIN: MP Company
--
-----------------«-`-----
1t
ID: WET POND
`
PREDEVELOPMENT
AREA -
3.91
AVERAGE BASIN SLOPE =
0.00
HYDRAULIC LENGTH
0.00
TIME OF CONCENTRATION =
25.00
BASIN CURVE NUMBER
0.25
DEVELOPMENT
AREA
= 6.64
AVERAGE BASIN SLOPE
0.00
HYDRAULIC LENGTH
0.00
TIME OF CONCENTRATION
= 15.00
BASIN CURVE NUMBER
0.73'
BYPASS
AREA
- 0.00
AVERAGE BASIN SLOPE
= 0.00
HYDRAULIC LENGTH
0.00
TIME OF CONCENTRATION
= 0.00
=
BASIN CURVE NUMBER
0.00
Frequency Pre -developed
By-pass area
Developed Allowable
peak
(years) Peak Q (cfs)
Peak Q (cfs)
Peak Q (cfs) Peak
Q (cfs)
2 3.6
0.0
22.6
3.6
10 4.9
0.0
29.7
4.9
'
100 6.7
0.0
39.2
6.7
1
1
1
1
1
1

Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
I' Thu Oct 23 15:20:22 2008
PROJECT: CAMP LEJEUNE\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\POND.pro
HYDROLOGIC REPORT FOR MP Company
SUMMARY OF PEAK FLOW RATES
FREQ PRE -DEVELOPED POST -DEVELOP POND ROUTED
FLOW FLOW ELEVATION STORAGE OUTFLOW
(yr) (c.f.s.)(c�f_s_-_---_-- --_--_ )(ft.)(cu_ft�) (c.f.$)
_
1 3.03 19.00 22.78 34951.6 0.37
2 3.63 22.64 23.02 39909.6 1.36
10 4.39' 29.66 23.24 44846.1 9.36
100 6.67 39.16 23.45 49533.1 21.94
1
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Hoggard-Sure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Thu Oct 23 15:23:26 2008
PROJECT:
--------------------------------------------------------------------------------
CAMP LEJEUNE\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\POND.pro
HYDROLOGIC
REPORT -
POND DEPTH VS'STORAGE
PROVIDED
POND: WET
POND
ELEV
DEPTH
AREA
VOLUME.
SUMVOL
feet
-----------------------------------------------------------------------
feet
sq.ft
cu.ft.
cu.ft.
21.0
16652.0
0.0
0.5
6960.0
21.5
19186.0
8960.0
0.5
9791.8
22.0
19979.0
18751.8
0.4
8120.4
22.4
20623.0
26872.2
0.6
12668.1
23.0
21604.0
39540.3
1.0
22445.0
24.0
23286.0
61985-.3:

i
1 '
off,
I
' Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
' Thu Oct 23 15:22:09 2008
I
PROJECT: CAMP LEJEUNE\CALCULATIONS--DESIGN ANALYSIS\STORM SEWER - POND\POND.pro
HYDROLOGIC REPORT - POND OUTPUT DEVICES
POND: WET POND
------------------------------------------------------------------------
1=CIRCULAR ORIFICE
'
INVERT 21.0000 C
0.6000 D 0.1670
if (H < D) Q = 3.0
* D * (H ** 1.5)
if (H >= D) Q =
C * A * SQRT(64.4 * (H - RAD)
'
2=TRAPEZODIDAL BROAD
INVERT 23.0000
CRESTED WEIR
W 20.0000 A 45.0000
Q � 4.8 * (H **
1.5) * (0.667 * W f 0.533 * H * TAN(A)
3=CIRCULAR ORIFICE
INVERT 22.6000 C
0.5000 D 1.0000
'
if (H < D) Q = 3.0
* D * (H ** 1.5)
if (H >= D) Q =
C * A * SQRT(64.4 * (H RAD)
s
I
i
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1
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1
2.5 Wet Detention Pond Sizing Calculations
I' Pond
Drainage Area(D.A.1= 6.64 Acres
Impervious Area = 4.37 Acres
% Impervious, (1) = 65.8 %
i Use a 5 foot deep pond, with 90% TSS
Therefore, SA/DA= 4.71 (From Table 3.3-3)
MINIMUM REQUIRED SURFACE AREA AT PERMANENT POOL (PP):
I' = SA/DA x Drainage Area= 13625 SF
MINIMUM REQUIRED VOLUME
Rv= .05 + .009M= 0.64
' VOLUME = (1.5"/12") X Rv X D.A. X 43560
= 23216.3 cuBic FEET
SURFACE AREA (S.A.) PROVIDED AT PP
- 1.665?_ SF{>Required S.A. )@ Elev. = 2:1,_00 ft
SET ELEVATION OF TEMPORARY POOL (TP):
REQ. VOL./S.A. PROVIDED @ PP = 1.39 FEET
THEREFORE USE 1.40 FEET
' TP ELEV. = 22.400 FEET
1 SURFACE AREA AT TEMPORARY -POOL ELEVATION:
' = L x W
= 20623 SQUARE FEET
It -
VOLUME PROVIDED {S.A. PROVIDED(PP) + S.A. @ TP ELEV.)/2 x (TP ELEV. - PP ELEV)
(B21+836)/2 X (C28)
26093 CUB'IC'FEET'(> REQUIRED VOL., OKAY)'
FOREBAY VOLUME: '
BOTTOM OF POND ELEVATION AND SURFACE AREA:
PERMANENT POOL VOLUME - 70599 CUBIC FEET
I� FOREBAY VOLUME REQUIRED-- .2(VOL. OF PP)= 1412o CUBIC FEET
JI FOREBAY VOLUME PROVIDED= 1.3222 CUBIC FEET
18.7%
ORIFICE SIZING:
QZ = REQ. VOL./172800 = 0.134 CFS (FLOWRATE REQUIRED FOR A 2 DAY DRAWDOWN
Qs = REQ. VOL./259200 = 0.090 CFS (FLOWRATE REQUIRED FOR A 3 DAY DRAWDOWN
Q5 = REQ. VOL./432000 = 0.054 CFS (FLOWRATE REQUIRE❑ FOR A 5 DAY DRAWDOWN
CHOOSE A CIRCULAR ORIFICE, AVERAGE HEAD =
I ' 2 " 0.17 " ORIFICE W/ AVERAGE HEAD = 0.658 FEET
AREA = 3.14Rz
AREA = 0.0218 SF Q=Co(A2gh)"'
' Q= o.os5 CFS (.11</=.07</=.28)
USE ONE (1) - ONE INCH (211) DIAMETER PVC

2.6
WET DETENTION POND VOLUME
File:
2988.00.08
Project:
P-1222 MP Company
Location:
Camp Lejeune, NC
'
Design:
Date:
HEA
1-Sep
1
ELEVATION
14.5
16
17
'
18
'
19
'
1
20
20.5
'
21
i
21.5
22
22.4
,
23
'
24
,
a
AREA VOLUME SUM VOL
7 0 00
0
BOTTOM
1.5
11735
8636.
11735:.
.
1
9213
9789
20947
1.
10394
10999
31341
1
11633
12266
42974
1
12928
13590
55902
0.5
6966
14273
62867
BOTTOM SHELF
0.5
7731
16652
70599
PERM POOL
0.5
8960
19188.
7 95 5'9
TOP SHELF'
0.5
9792
19979
89350
0.4
8120
20623
97471
TREATMENT VOL
0.6
12668
21604
110139
1
22445
23286
132584

2.7
AVERAGE DEPTH CALCULATIONS
y File:
2988.00.08
Project:
P-1222 MP Company
Location: jCamp
Lejeune, NC
Design:
HEA
Date:
26-Oct
:av
—
0.25 X 1 +
Abot_shelf
+
Abot—shelf + Abot_pond
X
Depth
Aperm_pool
2
Abot_shelf
0.25 X 1+
14273
+
21'283
X
6"'
16652
2
14273
0.25 X 1+
0.86
+
10641.50
X
0.00042
0.25 X
1.86
+
4.47
0.46
+
4.47
1dav
4.94
1
1
1
1
1
1

2.8
FOREBAY VOLUMES
i
File:
2988.00.08
Project:
P-1222 MP Company
Location:
Camp Lejeune, NC
i'
Design:
Date:
HEA
9/1/2008
AREA VOLUME SUM VOL
1994
0
1
2281
2567
2281
1
2889
3211
5170
1
3568
3925
8738
0.5
2058
4308
10796
0.5
2427
5398
13222

I
0
1
SECTION 01 57 13.00 22
EROSION AND SEDIMENT CONTROL
07/06
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM D 3787 (2001) Bursting Strength of Textiles -
Constant -Rate -of -Traverse (CRT), Ball
Burst Test
ASTM D 4533 (1991; R 1996) Trapezoid Tearing Strength
of Geotextiles
ASTM D 4632 (1991; R 1996) Grab Breaking Load and
Elongation of Geotextiles
NORTH CAROLINA SEDIMENT CONTROL COMMISSION (NCSCC)
NCSCC ESCM (1993) Erosion and Sediment Control
Planning and Design Manual
1.2 DESCRIPTION OF WORK
The work includes the provision of temporary and permanent erosion control
measures to prevent the pollution of air, water, and land within the
project limits and in areas outside the project limits where work is
accomplished in conjunction with the project.
1.3 SUBMITTALS
Submit the following in accordance with Section 01 33 00 SUBMITTAL
PROCEDURES:
SD-01 Preconstruction Submittals
Construction Sequence Schedule; G
SD-03 Product Data
Sediment Fence
Dust Suppressors
Page 1

'
Filter Fabric
1.4 CONSTRUCTION SEQUENCE SCHEDULE
'
Submit a Contractor furnished construction work sequence schedule, a
minimum of 30 days prior to start of construction. The work schedule shall
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 6.62.4 thru 6.62.7, sediment fence (maximum height of 24
inches) .
2.2 CATCH BASIN PROTECTION
2.2.1 State Standard Catch Basin Protection
'
NCSCC ESCM standard 6.52.
2.3 CONSTRUCTION ENTRANCE
'
2.3.1 State Standard Construction Entrance
' 2.3.1.1 Aggregate
NCSCC ESCM, Standard 6.06.
' 2.3.1.2 Filter Fabric
A woven or nonwoven polypropylene, nylon, or polyester containing
stabilizers and/or inhibitors to make the fabric resistant to deterioration
' from ultraviolet, and with the following properties:
a. Minimum grab tensile strength (TF 25 #1/ASTM D 4632) 180 pounds
Page 2

b. Minimum Puncture (TF 25 #4/ASTM D 3787) 75 psi in the weakest
direction
c. Apparent Opening Size 40-80 (U.S. Sieve Size)
d. Minimum Trapezoidal tear strength (TF 25 #2/ASTM D 4533) 50 pounds
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
See Specification Section 32 92 19 SEEDING
PART 3 EXECUTION
3.1 CONSTRUCTION SEQUENCE SCHEDULE
Stabilize areas for construction access immediately with gravel. Install
principal sediment basins and traps before any major site grading takes
place. Provide additional sediment traps, sediment fences, and filter
barriers as grading progresses. Provide catch basin 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 and 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 approximatelyle-24 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 CATCH BASIN PROTECTION
Install as indicated.
3.4 CONSTRUCTION ENTRANCE
' Provide as indicated, a , 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
1
Page 3
1

I
prevent damage and movement of the fabric. Place fabric in one piece, where
possible. Overlap fabric joints a minimum of 12 inches.
3.5 DUST SUPPRESSORS
Immediately dampen the surface before calcium chloride application. Apply
dust suppressors on unsurfaced base, subbase and other unsurfaced travel
ways. Apply calcium chloride at the rate of 1.0 to 1.25 pounds per square
yard of surface for pellets for the initial application. For subsequent
applications of calcium chloride, application rates may be approximately 75
percent of initial application rates. Do not apply when raining or the
moisture conditions exceed that required for proper application. Apply
other dust suppressors in accordance with manufacturers instructions.
Protect treated surfaces from traffic for a minimum of 2 hours after
treatment. Repeat application of dust suppressors as required to control
dust emissions.
3.6 TEMPORARY SEEDING
3.6.1 Time Restrictions
Within 48 hours after attaining the grading increment specified herein,
provide seed, fertilizer, mulch and water on graded areas when any of the
following conditions occur:
a. Grading operations stop for an anticipated duration of 30 days or
more.
b. When it is impossible or impractical to bring an area to finish
grade so that permanent seeding operations can be performed
without serious disturbance from additional grading.
C. Grading operations for a specific area are completed and the
seeding seasons specified for permanent seeding in Section 32 92 19,
"SEEDING" is more than 30 days away.
d. When an immediate cover is required to minimize erosion, or when
erosion has occurred.
e. Provide on erosion control devices constructed using soil
materials.
1 3.6.2 Seeding Requirements
3.6.2.1 State Standard Seeding Requirements
See Specification Section 32 92 19
3.7 MAINTENANCE AND INSPECTION
Inspect erosion control devices after each rainfall and daily during pro
longed rainfall. Remove sediment deposits after each rainfall or when
sediment reaches approximately one-half the barrier height. Immediately
repair damaged erosion control devices and damaged areas around and
underneath the devices. Maintain erosion control devices to assure
continued performance of their intended function. Modify the erosion
control plan as required to control problem areas noticed after each
Page 4

inspection. Modifications shall be approved by the Contracting Officer.
3.8 CLEAN UP
' At the completion of the job, or when directed or approved by the
Contracting Officer, temporary erosion control devices shall be removed.
Erosion control devices and areas immediately adjacent to the device shall
' be filled (where applicable), shaped to drain and to blend into the
surrounding contours, and provided with permanent seeding. Erosion control
devices may remain in place after job completion when approved by the
Contracting Officer.
' -- End of Section --
Page 5

Il
SECTION 31 23 00.00 20
EXCAVATION AND FILL
04/06
PART 1
GENERAL
1.1 REFERENCES
The publications listed
below form a part of this specification to the
extent
referenced. The
publications are referred to in the text by the
basic
designation only.
AMERICAN WATER
WORKS ASSOCIATION(AWWA)
AWWA
C600
(2005) Installation of Ductile -Iron Water
Mains and Their Appurtenances
ASTM INTERNATIONAL (ASTM)
ASTM
C
136
(2005) Sieve Analysis of Fine and Coarse
Aggregates
ASTM
C
33
(2003) Concrete Aggregates
ASTM
D
114C
(2000) Amount of Material in Soils Finer
than the No. 200 (75-micrometer) Sieve
ASTM
D
1556
(2000) Density and Unit Weight of Soil in
Place by the Sand -Cone Method
ASTM
D
1557
(2002e1) Laboratory Compaction
Characteristics of Soil Using Modified
Effort (56,000 ft-lbf/cu. ft. (2,700
kN-m/cu.m.))
ASTM
D
2216
(2005) Laboratory Determination of Water
(Moisture) Content of Soil and Rock by Mass
ASTM
D
2321
(2005) Underground installation of
Thermoplastic Pipe for Sewers and Other
Gravity -Flow Applications
ASTM
D
2487
(2000) Soils for Engineering Purposes
(Unified Soil Classification System)
ASTM
D
2922
(2004) Density of Soil. and Soil -Aggregate
in Place by Nuclear Methods (Shallow Depth)
ASTM
D
3017
(2004) Water Content of Soil and Rock in
Place by Nuclear Methods (Shallow Depth)
ASTM
D
4318
(2000) Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
ASTM
D
698
(2000ael) Laboratory Compaction
Page 1

Characteristics of Soil Using Standard
Effort (12,400 ft-lbf/cu. ft. (600
kN-m/cu. m.))
U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)
EPA 530/F-93/004
EPA 600/4-79/020
1.2 DEFINITIONS
1.2.1 Capillary Water Barrier
(1993; Rev 0; Updates I, II, IIA, IIB, and
III) Test Methods for Evaluating Solid
Waste (Vol. IA, IB, IC, and II) (SW-846)
(1983) Methods for Chemical Analysis of
Water and wastes
A layer of clean, poorly graded crushed rock, stone, or natural sand or
gravel having a high porosity which is placed beneath a building slab with
or without a vapor barrier to cut off the capillary flow of pore water to
the area immediately below a slab.
1.2.2 Degree of Compaction
Degree of compaction is expressed as a percentage of the maximum density
obtained by the test procedure presented in ASTM D 698, for general soil
types, abbreviated as percent laboratory maximum density.
1.2.3 Hard Materials
1 Weathered rock, dense consolidated deposits, or conglomerate materials
which are not included in the definition of "rock" but which usually
require the use of heavy excavation equipment, ripper teeth, or jack
hammers for removal.
' 1.2.4 Rock
Solid homogeneous interlocking crystalline material with firmly cemented,
laminated, or foliated masses or conglomerate deposits, neither of which
can be removed without systematic drilling and blasting, drilling and the
use of expansion jacks or feather wedges, or the use of backhoe-mounted
pneumatic hole punchers or rock breakers; also large boulders, buried
masonry, or concrete other than pavement exceeding 1 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.
1.3 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are The fallowing shall be
submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Dewatering work plan
Page 2
L_i

Submit 15 days prior to starting work.
SD-06 Test Reports
tBorrow
Site Testing; G
Fill and backfill test
'
Select material test
Porous fill test for capillary water barrier
Density tests
Moisture Content 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
1.5 CRITERIA FOR BIDDING
Base bids on the following criteria:
ea.
Surface elevations are as indicated.
b. Pipes or other artificial obstructions, except those indicated,
will not be encountered.
C. Ground water elevations indicated by the boring log were those
existing at the time subsurface investigations were made and do
not necessarily represent ground water elevation at the time of
construction.
e.- Material character is indicated by the boring logs.
g. Borrow material Suitable backfill and bedding material in the
quantities required are not available at the project site.
t
h. Blasting will not be permitted. Remove material in an approved
manner.
1.6 REQUIREMENTS FOR OFF SITE SOIL
Soils brought in from off site for use as backfill shall be tested for TPH,
BTEX and full TCLP .including ignitability, corrosivity and reactivity.
Backfill shall contain less than 100 parts per million (ppm) of total
petroleum hydrocarbons (TPH) and less than 10 ppm of the sum of Benzene,
Toluene, Ethyl Benzene, and Xylene (BTEX) and shall not fail the TCPL
test. TPH concentrations shall be determined by using EPA 600/4-79/020
'
Method 418.1. BTEX concentrations shall be determined by using
EPA 530/F-93/004 Method 5030/8020. TCLP shall be performed in accordance
with EPA 530/F-93/004 Method 1311. Provide Borrow Site Testing for TPH,
BTEX and TCLP from a composite sample of material from the borrow site,
Page 3

1 with at least one test from each borrow site. Material shall not be
brought on site until tests have been approved by the Contracting Officer.
1.7 QUALITY ASSURANCE
1.7.1 Dewatering Work Plan
Submit procedures for accomplishing dewatering work.
1.7.2 Utilities
Movement of construction machinery and equipment over pipes and utilities
during construction shall be at the Contractor's risk. Excavation made
with power -driven equipment is not permitted within two feet of known
Government -owned utility or subsurface construction. For work immediately
adjacent to or for excavations exposing a utility or other buried
obstruction, excavate by hand. Start hand excavation on each side of the
_
indicated obstruction and continue until the obstruction is uncovered or
until clearance for the new grade is assured. Support uncovered lines or
other existing work affected by the contract excavation until approval for
1
backfill is granted by the Contracting Officer. Report damage to utility
lines or subsurface construction immediately to the Contracting Officer.
PART 2 PRODUCTS
2.1 SOIL MATERIALS
2.1.1 Satisfactory Materials
Any materials classified by ASTM D 2487 as GW, GP, GM, GP -GM, GW-GM, GC,
GP -GC, GM -GC, SW, SP, SM, SW -SC, SP-SM, 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
other organic matter, frozen material, and stones larger than 3 inches.
t
The Contracting Officer shall be notified of any contaminated materials.
2.1.3 Cohesionless and Cohesive Materials
Cohesionless materials include materials classified in ASTM D 2487 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
nonplastic (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
Page 4

1
Approved, unclassified soil material with the characteristics required to
compact to the soil density specified for the intended location.
2.1.5 Backfill and Fill Material
ASTM D 2487, classification GW, GP, GM, GC, SW, SP, SM, SC with a maximum
ASTM D 4318 liquid limit of 35, maximum ASTM D 4310 plasticity index of 12,
and a maximum of 25 percent by weight passing ASTM D 1140, No. 200 sieve.
2.1.6 Select Material
Provide materials classified as GW, GP, SW, SP, by ASTM D 2487 where
indicated. The liquid limit of such material shall not exceed 35 percent
when tested in accordance with ASTM D 4319. The plasticity index shall not
be greater than 12 percent when tested in accordance with ASTM D 4318, and
not more than 35 percent by weight shall be finer than No. 200 sieve when
tested in accordance with ASTM D 1140.
2.1.7 Topsoil
Provide as specified in Section 32 92 19SEEDING.
2.2 POROUS FILL FOR CAPILLARY WATER BARRIER
ASTM C 33 fine aggregate grading with a maximum of 3 percent by weight
passing ASTM D 1140, No. 200 sieve, or 1-1/2 inches and no more than 2
percent by•weight passing the No. 4 size sieve or coarse aggregate Size
57, 67, or 77 and conforming to the general soil material requirements
specified in paragraph entitled "Satisfactory Materials."
2.3 UTILITY BEDDING MATERIAL
Except as specified otherwise in the individual piping section, provide
bedding for buried piping in accordance with AWWA C600, Type 4, except as
specified herein. Backfill to top of pipe shall be compacted to 95 percent
of ASTM D 698 maximum density. Plastic piping shall have bedding to spring
line of pipe. Provide ASTM D 2321 materials as follows:
a. Class I: Angular, 0.25 to 1.5 inches, graded stone, including a
number of fill materials that have regional significance such as
coral, slag, cinders, crushed stone, and crushed shells.
b. Class II: Coarse sands and gravels with maximum particle size of
1.5 inches, including various graded sands and gravels containing
small percentages of fines, generally granular and noncohesive,
' either wet or dry. Soil Types GW, GP, SW, and SP are included in
this class as specified in ASTM D 2487,
2.3.1 Gravel
Clean, coarsely graded natural gravel, crushed stone or a combination
thereof having a classification of GW GP in accordance with ASTM D 2487
for bedding . Maximum particle size shall not exceed 3 inches.
1
Page 5

1
2.4 BORROW
obtain borrow materials required in excess of those furnished from
excavations from sources outside of Government property.
2.5 BURIED WARNING AND IDENTIFICATION TAPE
Polyethylene plastic warning tape manufactured specifically for warning and
identification of buried utility lines. Provide tape on rolls, 3 inch
minimum width, color coded as specified below for the intended utility with
'
warning and identification imprinted in bold black letters continuously
over the entire tape length. Warning and identification to read,
"CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color
and printing shall be permanent, unaffected by moisture or soil.
Warning Tape Color Codes
Yellow: Electric
Yellow: Gas, Oil; Dangerous Materials
Orange: Telephone and Other Communications
Blue: Water systems
Green: Sewer Systems
2.5.1 Warning Tape for Metallic Piping
'
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.
2.5.2 Detectable Warning Tape for Non -Metallic Piping
Polyethylene plastic tape conforming to the width, color, and printing
requirements specified above. Minimum thickness of the tape shall be 0.004
inch. Tape shall have a minimum strength of 1500 psi lengthwise and 1250
psi crosswise. Tape shall be manufactured with integral wires, foil
'
backing, or other means of enabling detection by a metal detector when tape
is buried up to 3 feet deep. Encase metallic element of the tape in a
protective jacket or provide with other means of corrosion protection.
2.6 DETECTION WIRE FOR NON-METALLIC PIPING
Detection wire shall be insulated single strand, solid copper with a
minimum of 72 AWG.
PART 3 EXECUTION
3.1 PROTECTION
3.1.1 Drainage and Dewatering
Provide for the collection and disposal of surface and subsurface water
encountered during construction.
Page 6
1

I
r
3.1.1.1 Drainage
So that construction operations progress successfully, completely drain
construction site during periods of construction to keep soil materials
e
sufficiently dry. The Contractor shall establish/construct storm drainage
features (ponds/basins) at the earliest stages of site development, and
throughout construction grade the construction area to provide positive
surface water runoff away from the construction activity and/or provide
temporary ditches, swales, and other drainage features and equipment as
required to maintain dry soils, prevent erosion and undermining of
foundations. When unsuitable working platforms for equipment operation and
'
unsuitable soil support for subsequent construction features develop,
remove unsuitable material and provide new soil material as specified
herein. It is the responsibility of the Contractor to assess the soil and
ground water conditions presented by the plans and specifications and to
employ necessary measures to permit construction to proceed. Excavated
slopes and backfill surfaces shall be protected to prevent erosion and
sloughing. Excavation shall be performed so that the site, the area
immediately surrounding the site, and the area affecting operations at the
site shall be continually and effectively drained.
3.1.1.2 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 1 feet
below the working level.
'
Operate dewatering system continuously until construction work below
existing water levels is complete. Submit performance records weekly.
3.1.2 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 contact the Public Works Department for assistance in
locating existing utilities.
3.1.3 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
Page 7
1

Unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and
vegetation and other items that would interfere with construction
operations within the clearing limits. Remove stumps entirely. Grub out
matted roots and roots over 2 inches in diameter to at least 18 inches
below existing surface.
3.2.2 Stripping
Strip suitable soil from the site where excavation or grading is indicated
and stockpile separately from other excavated material. Material
unsuitable for use as topsoil shall be stockpiled and used for backfilling.
Locate topsoil so that the material can be used readily for the finished
grading. where sufficient existing topsoil conforming to the material
requirements is not available on site, provide borrow materials suitable
for use as topsoil. Protect topsoil and keep in segregated piles until
needed.
3.2.3 Unsuitable Material
Remove vegetation, debris, decayed vegetable matter, sod, mulch, and
'
rubbish underneath paved areas or concrete slabs.
3.3 EXCAVATION
Excavate to contours, elevation, and dimensions indicated. Reuse excavated
materials that meet the specified requirements for the material type
required at the intended location. Keep excavations free from water.
Excavate soil disturbed or weakened by Contractor's operations, soils
softened or made unsuitable for subsequent construction due to exposure to
weather. Excavations below indicated depths will not be permitted except
to remove unsatisfactory material. Unsatisfactory material encountered
below the grades shown shall be removed as directed. Refill with select
material and compact to 95 percent of ASTM D 698 maximum density. Unless
specified otherwise, refill excavations cut below indicated depth with
'
satisfactory material and compact to 95 percent of ASTM D 698 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
1
with concrete during foundation placement.
3.3.2 Pipe Trenches
Excavate to the dimension indicated. Grade bottom of trenches to provide
uniform support for each section of pipe after pipe bedding placement.
Tamp if necessary to provide a firm pipe bed. Recesses shall be excavated
to accommodate bells and joints so that pipe will be uniformly supported
for the entire length. Rock, where encountered, shall be excavated to a
depth of at least 6 inches below the bottom of the pipe.
Page 8

3.3.3 Excavated Materials
Satisfactory excavated material required for fill or backfill shall be
placed in the proper section of the permanent work required or shall be
separately stockpiled if it cannot be readily placed. Satisfactory material
in excess of that required for the permanent work and all unsatisfactory
material shall be disposed of as specified in Paragraph "DISPOSITION OF
SURPLUS MATERIAL."
3.3.4 Final Grade of Surfaces to Support Concrete
Excavation to final grade shall not be made until just before concrete is
'
to be placed. only excavation methods that will leave the foundation rock
in a solid and unshattered condition shall be used. Approximately level
surfaces shall be roughened, and sloped surfaces shall be cut as indicated
into rough steps or benches to provide a satisfactory bond. Shales shall
be protected from slaking and all surfaces shall be protected from erosion
resulting from pending or flow of water.
'
3.4 SUBGRADE PREPARATION
Unsatisfactory material in surfaces to receive fill or in excavated areas
shall be removed and replaced with satisfactory materials as directed by
the Contracting Officer. The surface shall be scarified to a depth of 6
'
inches before the fill is started. Sloped surfaces steeper than 1 vertical
to 4 horizontal shall be plowed, stepped, benched, or broken up so that the
fill material will bond with the existing material. When subgrades are
less than the specified density, the ground surface shall be broken up to a
minimum depth of 6 inches, pulverized, and compacted to the specified
density. When the subgrade is part fill and part excavation or natural
ground, the excavated or natural ground portion shall be scarified to a
depth of 12 inches and compacted as specified for the adjacent fill.
Material shall not be placed on surfaces that are muddy, frozen, or contain
frost. Compaction shall be accomplished by sheepsfoot rollers,
pneumatic -tired rollers, steel --wheeled rollers, or other approved equipment
'
well suited to the soil being compacted. Material shall be moistened or
aerated as necessary to provide the moisture content that will readily
facilitate obtaining the specified compaction with the equipment used.
Minimum subgrade density shall be as specified herein.
3.4.1 Proof Rolling
Proof rolling shall be done on an exposed subgrade free of surface water
(wet conditions resulting from rainfall) which would promote degradation of
an otherwise acceptable subgrade. After stripping, proof roll the existing
subgrade of the building and pavements with six passes of a 15 ton,
pneumatic -tired roller. Operate the truck in a systematic manner to ensure
the number of passes over all areas, and at speeds between 2 1/2 to 3 1/2
miles per hour. When proof rolling under buildings, the building subgrade
shall be considered to extend 5 feet beyond the building lines, and
one-half of the passes made with the roller shall be in a direction
perpendicular to the other passes. Notify the Contracting Officer a
minimum of 3 days prior to proof rolling. Proof rolling shall be performed
in the presence of the Contracting Officer. Rutting or pumping of material
' shall be undercut as directed by the Contracting Officerand replaced with
select material.
3.5 FILLING AND BACKFILLING
Page 9

Fill and backfill to contours, elevations, and dimensions indicated.
Compact each lift before placing overlaying lift.
3.5.1 Common Fill Placement
'
Provide for general site . Use satisfactory materials. Place in 6 inch
lifts. Compact areas not accessible to rollers or compactors with
mechanical hand tampers. Aerate material excessively moistened by rain to
a satisfactory moisture content. Finish to a smooth surface by blading,
rolling with a smooth roller, or both.
3.5.2 Backfill and Fill Material Placement
Provide for paved areas and under concrete slabs, except where select
material is provided. Place in 6 inch lifts. Do not place over wet or
frozen areas. Place backfill material adjacent to structures as the
structural elements are completed and accepted. Backfill against concrete
only when approved. Place and compact material to avoid loading upon or
against the structure.
3.5.3 Select Material Placement
Provide under 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.
3.5.4 Backfill and Fill Material Placement Over Pipes Walls
and at
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 and shall include
backfill for outside oil water seperators. Where pipe is coated or wrapped
for protection against corrosion, the backfill material up to an elevation
2 feet above sewer lines and 1 foot above other utility lines shall be
free from stones larger than 1 inch in any dimension. Heavy equipment for
spreading and compacting backfill shall not be operated closer to
'
foundation or retaining walls than a distance equal to the height of
backfill above the top of footing; the area remaining shall be compacted in
layers not more than 4 inches in compacted thickness with power -driven
hand tampers suitable for the material being compacted. Backfill shall be
placed carefully around pipes or tanks to avoid damage to coatings,
wrappings, or tanks. Backfill shall not be placed against foundation walls
prior to 7 days after completion of the walls. As far as practicable,
backfill shall be brought up evenly on each side of the wall and sloped to
drain away from the wall.
3.5.5 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.
'
3.5.6 Trench Backfilling
Page 10

Backfill as rapidly as construction, testing, and acceptance of work
permits. Place and compact backfill under structures and paved areas in 6
inch lifts to top of trench and in6 inch lifts to one foot over pipe
outside structures and paved areas.
3.6 BORROW
' Where satisfactory materials are not available in sufficient quantity from
required excavations, approved borrow materials shall be obtained as
specified herein.
3.7 BURIED WARNING AND IDENTIFICATION TAPE
Provide buried utility lines with utility identification tape. Bury tape
12 inches below finished grade; under pavements and slabs, bury tape 6
' inches below top of subgrade.
3.8 BURIED DETECTION WIRE
Bury detection wire directly above non-metallic piping at a distance not to
exceed 12 inches above the top of pipe. The wire shall extend continuously
and unbroken, from manhole to manhole. The ends of the wire shall
terminate inside the manholes at each end of the pipe, with a minimum of 3
feet of wire, coiled, remaining accessible in each manhole. The wire shall
remain insulated over it's entire length. The wire shall enter manholes
between the top of the corbel and the frame, and extend up through the
chimney seal between the frame and the chimney seal. For force mains, the
wire shall terminate in the valve pit at the pump station end of the pipe.
3.9 COMPACTION
'
Determine in -place density of existing subgrade; if required density
exists, no compaction of existing subgrade will be required. Density
requirements specified herein are for cohesionless materials. When
'
cohesive materials are encountered or used, density requirements may be
reduced by 5 percent.
3.9.1 General Site
'
Compact underneath areas designated for vegetation and areas outside the 5
foot line of the paved area or structure to 85 percent of ASTM D 698.
3.9.2 Structures, Spread Footings, and Concrete Slabs
Compact top 12 inches of subgrades to 95 percent of ASTM D 698. Compact
common fill fill and backfill material and select material to 95 percent of
ASTM D 698.
3.9.3 Adjacent Area
Compact areas within 5 feet of structures to 90 percent of ASTM D 698.
3.9.4 Paved Areas
'
Compact top 12 inches of subgrades to 95 percent of ASTM D 698. Compact
fill and backfill materials to 95 percent of ASTM D 698.
Page 11

1
1 3.10 FINISH OPERATIONS
3.10.1 Grading
Finish grades as indicated within one -tenth of one foot. Grade areas to
drain water away from structures. Maintain areas free of trash and
debris. For existing grades that will remain but which were disturbed by
Contractor's operations, grade as directed.
3.10.2 Topsoil and Seed
'
Provide as specified in Section 32 92 19 SEEDING.
3.10.3 Protection of Surfaces
Protect newly backfilled, graded, and topsoiled areas from traffic,
erosion, and settlements that may occur. Repair or reestablish damaged
grades, elevations, or slopes.
3.11 DISPOSITION OF SURPLUS MATERIAL
'
Remove from Government property surplus or other soil material not required
or suitable for filling or backfilling, and brush, refuse, stumps, roots,
and timber.
3.12 FIELD QUALITY CONTROL
3.12.1 Sampling
Take the number and size of samples required to the following tests.
perform
3.12.2 Testing
Perform one of each of the following tests for each material used. Provide
additional tests for each source change.
3.12.2.1 Fill and Sackfill Material Testing
Test fill and backfill material in accordance with ASTM C 136 for
conformance to ASTM D 2487 gradation limits; ASTM I? 1140 for material finer
'
than the No. 200 sieve; ASTM D 4318 for liquid limit and for plastic limit;
ASTM D 698 or ASTM D 1557 for moisture density relations, as applicable.
'
3.12.2.2 Select Material Testing
Test select material in accordance with ASTM C 136 for conformance to
ASTM D 2487 gradation limits; ASTM D 1140 for material finer than the No.
200 sieve; ASTM D 698 or ASTM D 1557 for moisture density relations, as
applicable.
3,12.2.3 Porous Fill Testing
'
Test porous fill in accordance with ASTM C 136 for conformance to gradation
specified in ASTM C 33.
Page 12

I
3.12.2.4 Density Tests
Test density in accordance with ASTM D 1556, or ASTM D 2922 and ASTM D 3017.
When ASTM D 2922 and ASTM D 3017 density tests are used, verify density
test results by performing an ASTM D 1556 density test at a location
already ASTM D 2922 and ASTM D 3017 tested as specified herein. Perform an
ASTM D 1556 density test at the start of the job, and for every 10
'
ASTM D 2922 and ASTM D 3017 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 2500 square feet for
other fill areas and every 2500 square feet of subgrade in cut. Include
'
density test results in daily report.
a. Bedding and backfill in trenches: One test per 50 linear feet in
each lift.
3.12.2.5 Moisture Content Tests
In the stockpile, excavation or borrow areas, a minimum of two tests per
day per type of material or source of materials being placed is required
during stable weather conditions. During unstable weather, tests shall be
made as dictated by local conditions and approved moisture content shall be
tested in accordance with ASTM D 2216. Include moisture content test
results in daily report.
-- End of Section --
1
I
Page 13

ISECTION 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 C 602 (1995a; R 2001) Agricultural Liming
Materials
ASTM D 4427 (1992; R 2002el) Peat Samples by
Laboratory Testing
ASTM D 4972 (2001) pH of Soils
'
U.S. OF AGRICULTURE
DEPARTMENT (USDA)
AMS Seed Act (1940; R 1988; R 1998) 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 Turf
The contractor shall guarantee a full stand of grass over the entire
disturbed area. If necessary the contractor will wet down the areas to
assist in seed germination or aid in growth in times of excessively dry
weather. a stand of grass will be considered acceptable when the entire
stand of grass is at least four inches high and has achieved at least 95%
coverage of disturbed area. Reseeding will be required by the contractor
as necessary to obtain the specified stand of grass.
1.3 RELATED REQUIREMENTS
'
Section 31 23 00.00 20 EXCAVATION AND FILL
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
1
Page 1

I
0
Wood cellulose fiber mulch
Fertilizer
Include physical characteristics, and recommendations.
SD-06 Test Reports
Topsoil composition tests (reports and recommendations).
SD-07 Certificates
State certification and approval for seed
SD-08 Manufacturer's Instructions
'
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, 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 Seed, Fertilizer Gypsum Sulfur Iron Lime Storage
and
'
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.
Page 2

7
1.7 TIME LIMITATIONS
1.7.1 Seed
Apply seed within twenty four hours after seed bed preparation.
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
See construction drawings for temporary and perminent seeding dates.
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
composition tests
to 10 percent organic matter as determined by the topsoil
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 D 4972.
other debris and
Topsoil shall be free of
objectionable materials. Other
sticks, stones, roots, and
components shall conform
to the following
limits:
Silt
7 to 17 percent
'
Clay
4 to 12 percent
Sand
20-35 percent
pH
5.5 to 7.0
'
Soluble Salts 600 ppm maximum
2.3 SOIL CONDITIONERS
Page 3

I
LL
1
1
1
Add conditioners to topsoil as required to bring into compliance with
"composition" standard for topsoil as specified herein.
2.3.1 Lime
Commercial grade limestone containing a calcium carbonate equivalent
(C.C.E.) as specified in ASTM C 602 of not less than 94 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 D 4427. 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:
No. 4 mesh screen 95
No. 8 mesh screen 80
2.3.9.2 Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust 0.7
Fir or Pine Bark 1.0
2.3.9 Gypsum
Page 4

Coarsely ground gypsum comprised of calcium sulfate dihydrate 61 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 Synthetic, granular controlled release fertilizer containing the
following minimum percentages, by weight, of plant food nutrients:
t
10 percent available nitrogen
20 percent available phosphorus
20 percent available potassium
'
2.4.2 Hydroseeding Fertilizer
Controlled release fertilizer, to use with hydroseeding and composed of
pills coated with plastic resin to provide a continuous release of
'
nutrients for at least 6 months and containing the following minimum
percentages, by weight, of plant food nutrients.
10 percent available nitrogen
20 percent available phosphorus
20 percent available potassium
' 2.5 MULCH
Mulch shall be free from noxious weeds, mold, and other deleterious
materials.
' 2.5.1 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 contrain no fertile seed.
' 2.5.2 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
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.
2.6 WATER
Source of water shall be approved by Contracting Officer and of suitable
Page 5
1

quality for irrigation, containing no elements toxic to plant life.
PART 3 EXECUTION
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.
3.1.1.1 Topsoil
Provide 4 inches of off -site topsoil, on -site topsoil orexisting soilto
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 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.
3.2 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 broadcasted and drop seedingor hydroseeding.
' 3.2.2.1 Broadcast and Drop Seeding
' Seed shall be uniformly broadcast at the rate as indicated on the
construction drawings.. Use broadcast or drop seeders. Sow one-half the
seed in one direction, and sow remainder at right angles to the first
sowing. Cover seed uniformly to a maximum depth of 1/4 inch in clay soils
' and 1/2 inch in sandy soils by means of spike -tooth harrow, cultipacker,
raking or other approved devices.
2.2.2.2 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
Page 6

fertilizer to produce a homogeneous slurry. Seed shall be mixed to ensure
broadcasting at the rate as indicated on the construction drawings. 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
Straw mulch shall be applied at a rate which will insure approximatelly 75%
coverage of the seeded area. The straw and sown seed will be lightly
disced into the bed to give it further resistence to blowing and washing.
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.
1 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 Asphalt Adhesive Coated Mulch
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 or by hydroseeding,
rolling may be eliminated.
3.2.5 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
1
Page 7
FI

1
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 --
Page a

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GET
Siolution5,
Geotechnicul • Environmental - Testing
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNCIAL ENGINEERING SERVICES
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
G E T PROJECT NO: EC08-298G
September 23, 2008
Prepared for
Ivy Architectural Innovations, PC
207 Business Park Drive; Suite 200
Virginia Beach, VA 23462
ATTN: MR. Nathan Sauber
Prepared by
GET Solutions, Inc.
504 E. Elizabeth Street Ste, 2, Elizabeth City, NC 27909 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

GET
CruteeFrnrca! • Encironvtersta! • Trsting
TO: Ivy Architectural Innovations, PC
207 Business Park Drive
Suite 200
Virginia Beach, VA 23462
Attn: Mr. Nathan Sauber
September 23, 2008 '
RE: Report of Subsurface Investigation and Geotechnical Engineering Services
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No: ECOB-298G
Dear Mr. Sauber:
In compliance with your instructions, we have completed our Geotechnical Engineering
Services for the referenced project. The results of this study, together with our
recommendations, are presented in this report.
Often, because of design and construction details that occur on a project, questions arise
concerning subsurface conditions. G E T Solutions, Inc. would be pleased to continue its
role as Geotechnical Engineer during the project implementation.
We trust that the information contained herein meets your immediate need, and we would
ask that you call this office with any questions that you may have.
Respectfully Submitted,
G E T Solutions, Inc.
Gerald W. Stalls Jr., P.E.
Senior Project Engineer
NC Reg. # 034336
Camille A. Kattan, P.E.
Principal Engineer
NC Reg. # 14103
Copies: (4) Client
y��><tt ri err y�
Z C�F�55/�,yq s�
SEAL
034336
SEAL r -_
014103
L -.. A
504 East Elizabeth Street; Suite 2 + E"slizaheth City, NC 27909 . Phone: [phone] • Fax: [phone]
info rr getsolutionsiuc.com
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1
TABLE OF CONTENTS
1.0 PROJECT INFORMATION...................................................................................1
1.1 Project Authorization..............................................................................1
1.2 Project Description................................................................................. 1
1.3 Purpose and Scope of Services............................................................2
2.0 FIELD AND LABORATORY PROCEDURES.......................................................3
2.1 Field Exploration.................................................................................... 3
2.2 Laboratory Testing..................................................................................4
1 3.0 SITE AND SUBSURFACE CONDITIONS............................................................ 5
3.1
3.2
Site Location and Description................................................................ 5
Subsurface Soil Conditions....................................................................6
3.3
Groundwater Information.......................................................................
7
4.0 EVALUATION AND RECOMMENDATIONS........................................................8
Q
4.1
4.2
Clearing and Grading.............................................................................8
Subgrade Preparation.
.9
4.3
Structural Fill and Placement.................................................................9
4.4
4.5
On -Site Excavated Soils — BMP Pond.................................................10
Building Foundation Design Recommendations..................................10
4.6
Foundation Excavations......................................................................11
4.7
4.8
Building Foundation Settlements.........................................................11
Seismic Design Recommendations.....................................................11
4.9
Building Floor Slabs.............................................................................12
4A0
4.11
Pavements.......................................................... . ..........................:
Storm Water Ponds .................................
12
.14
5.0 CONSTRUCTION CONSIDERATIONS..............................................................16
5.1 Drainage and Groundwater Concerns.................................................16
5.2 Excavations.................................................................... ............... ......16
' 6.0 REPORT LIMITATIONS .......................................... .
APPENDIX I
- BORING LOCATION SKETCH
APPENDIX II
- BORING LOGS
APPENDIX III
- GENERALIZED SOIL PROFILE
'
APPENDIX IV
— SUMMARY OF CBR TEST DATA
APPENDIX V
—SATURATED HYDRAULIC CONDUCTIVITY WORKSHEETS)
APPENDIX VI
--CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

Report of Subsurface Investigation and Geotechnical Engineering Services
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No; EC08-29BG
1.0 PROJECT INFORMATION
1.1 Project Authorization:
8/23/08 ,
G E T Solutions, Inc. has completed our Geotechnicai Engineering studyfor the Proposed
P-1222 MP Company Operations Facility located in Camp LeJeune, North Carolina. The
geotechnical engineering services were conducted in general accordance with
G E T Proposal No. PVB08-361 G, dated May 29, 2008. Authorization to proceed with the
services was received from Mr. Nathan Suaber with Ivy Architectural Innovations, PC on
the date of August 15, 2008,
1.2 Project Description:
It is our understanding that the proposed construction at this site is planned to consist of
building three (3) new single story structures (administrative office building, storage
building, and an armory building), parking lots, and a storm water management pond, along
with the associated site infrastructure components. The structures will have a foot print
area ranging from approximately 1300 square feet to 5700 square feet each. The
structures are to be of a combination of load bearing concrete masonry unit (CMU) walls
and structural steel frame design supported by shallow foundations and slab -on -grade
construction. The loading conditions associated with the proposed structures were not
known at the time of this report. However, based on our experience with similar projects
the maximum anticipated column and/or wall loads are not expected to exceed about 100
kips and/or 3 kips per linear foot, respectively.
The proposed finish floor elevations of the structures are anticipated to range from about
30.55 feet MSL (Armory and Storage Buildings) to 34.5 feet MSL (Administrative Building).
The existing site grade elevations within the limits of the proposed Armory and Storage
Buildings, as noted on the project site plan performed by C. Allan Bamforth, Jr. Engineer -
Surveyor, LTD, were noted to range from about 26.5 feet MSL to 30.5 feet MSL.
Accordingly, the fill depth necessary to establish the design grade elevations is anticipated
to range from about 0.5 to 1 foot within the Armory Building and from about 1.5 to 4 feet
within the storage building. Additionally, the existing site grade elevations within the limits
of the proposed Administrative Building were noted to range from about 32 feet MSL to
33.5 feet MSL. Accordingly, the fill depth necessary to establish the design grade
elevations is anticipated to range from about 1 to 2.5 foot.
If any of the noted information is incorrect or has changed, please inform
G E T Solutions, Inc. so that we may amend the recommendations presented in this
report, if appropriate.
6,4
Solutions, Inc
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Report of Subsurface Investigation and Geotechnical Engineering Services 8/23/08
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No: EC08-298G
1.3 Purpose and Scope of Services:
The purpose of this study was to obtain information on the general subsurface conditions
at the proposed project site. The subsurface conditions encountered were then evaluated
with respect to the available project characteristics. In this regard, engineering
assessments for the following items were formulated:
1. Review of existing Geotechnical data provided in the project RFP, such as
borings GB-1 through G13-7 reported in GeoEnvironmental Resources,
Inc.'s "Report of Geotechnical Exploration" dated of February 28, 2008
(GER Project No. 110-4799), which appear to have been completed
within the limits of the proposed construction area.
2. General assessment of the soils revealed by our borings performed at the
proposed development.
3. General location and description of potentially deleterious material
encountered in the borings that may interfere with construction progress or
structure performance, including existing fills, surficial/subsurface organics,
or expansive soils.
4. Soil subgrade preparation, including stripping, grading, and compaction, as
well as providing Engineering criteria for placement and compaction of
approved structural fill material, including weather and equipment effects.
5. Construction considerations for fill placement, subgrade preparation, and
foundation excavations.
6. Seismic site classification provided based on the results of 25-foot deep SPT
borings, our experience in the project area, and the requirements provided in
1 the North Carolina State Building Code (2006 International Building Code
with North Carolina Amendments) section 1615.1; Table 1615.1.1.
' 7. Feasibility of utilizing a shallow foundation system for support of the
proposed buildings. Design parameters required for the foundation systems,
including foundation sizes, allowable bearing pressures, foundation levels,
and expected total and differential settlements.
8. Typical pavement sections recommendations based on the results of four (4)
' borings performed to a depth of 10-feet, four (4) CBR bulk soil samples, as
well as our experience with similar soil conditions.
' 2 GET
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Report of -Subsurface Investigation and Geotechnical Engineering Services 8/23/08 ,
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No: EC08-298G
9. Permeability (infiltration) values are provided based on the results of three
(3) Saturated Hydraulic Conductivity Tests, and three (3) 15-foot deep '
borings, as well as our experience with similar soil conditions.
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic material in the soil, bedrock,
surface water, groundwater or air, on or below or around this site. Any statements in this
report or on the boring logs regarding odors, color, ,unusual or suspicious items or
conditions are strictly for the information of the client. Prior to development of this site, an
environmental assessment is advisable.
2.0 FIELD AND LABORATORY PROCEDURES
2.1 Field Exploration:
Ourfield exploration services consisted of eight (8)15- to 25-foot deep Standard Penetration
Test (SPT) borings (designated as B-1 through B-5 and BMP-1 through BMP-3), which were 1
drilled within the proposed building and storm water pond areas. Additionally, a total of four
(4)10-foot deep Hand Auger borings (designated as CBR-1 through CBR-4) were performed
within the proposed pavement areas.
The SPT borings were performed utilizing mud -rotary drilling techniques with a CME 55
ATV -mounted drill rig. Standard Penetration Tests (SPT) were performed in the field in
1
general accordance with ASTM D 1586. The tests were performed continuously from the
existing ground surface to a depth of 10 feet and at 5-foot intervals thereafter to the boring
termination depth of 35-feet. The soil samples were obtained with a standard 1,4" I.D., 2"
O.D., 30-inch long split -spoon sampler. The sampler was driven with blows of a 140 lb.
hammer falling 30 inches. The number of blows required to drive the sampler each 6-inch
increment of penetration was recorded and is shown on the boring logs. The sum of the
second and third penetration increments is termed the SPT N-value.
'
A representative portion of each disturbed split -spoon sample was collected with each
SPT, placed in a glass jar, sealed, labeled, and returned to our laboratory for review. The '
results 'of the borings are presented in Appendix II (Boring Logs) and Appendix III
(Generalized Soil Profile) included with this report, which corroborate the stratigraphy
depicted by the original study. I
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Report of Subsurface Investigation and Geotechnical Engineering Services
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No: EC08-29BG
8123108
Additionally, a CBR bulk soil sample was collected from each of the 10-foot deep borings
noted above (CBR-1 through CBR-4). These samples were returned to our Elizabeth City
laboratory for natural moisture, full sieve, Atterberg Limits, Standard Proctor, and CBR
analysis. The boring schedule noting the SPT and hand auger boring depths and locations
is presented in Table I below.
Table I — Boring Schedule
Boring
Number
Boring
Depth
feet
Boring Location
Latitude .
Longitude
B-1
25
Administrative Building; Approx. Northeast Corner
34° 39.705
770 19.092
B-2
25
Administrative Building; Approx, Southwest Corner
340 39.692
770 19.103
8-3
25
Storage Building; Approx. Southwest Corner
340 39.675
7711 19.142
B-4
25
Storage Building; Approx. Northeast Corner
340 39.697
77.0 19.145
B-5
25
Armory Building; Approx, Center
340 39.711
770 19.158
BMP-1
15
BMP Pond; Approx. Northwest Corner
340 39.668
770 19.198
BMP-2
15
BMP Pond; East Side; Approx. Center
340 39.656
770 19.179
BMP-3
15
BMP Pond; Approx. Southwest Corner
34° 39.642
770 19.191
CBR-1
10
Northeast Parking Lot Entrance; Approx, Center
34" 39.760
770 19.093
CBR-2
10
Northeast Parking Lot; Approx. Southwest Corner
340 39.709
770 19.126
CBR-3
10
West Parking Lot; Approx. Northwest Side
340 39.659
770 19.149
CBR-4
10
West Parking Lot; Approx. Southeast Corner
34- 39.705
1 77° 19.181
The boring locations were established and located in the field by a representative of G E T
Solutions, Inc. with the use of a Global Positions System unit as well as the "State Plane"
coordinates selected from the project site plan and converted to latitude and longitude
coordinates. The approximate boring locations are shown on the "Boring Location Plan"
(Appendix 1) attached to this report. This plan was developed based on the site plan
provided to G E T Solutions, Inc. by C. Allan Bamforth, Jr. Engineer -Surveyor, LTD.
' 2.2 Laboratory Testing:
Representative portions of all soil samples collected during drilling were sealed in glass
' jars, labeled, and transferred to our Elizabeth City laboratory for classification and analysis.
The soil classification was performed by a Geotechnical Engineer in accordance with
ASTM D2488.
' 4 GET
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Report of Subsurface Investigation and Geotechnical Engineering Services
P-1222 MP Company Operations Facility
Camp !_eJeune, North Carolina
GET Project No: EC08-298G
8/23/08 1
A total of fourteen (14) representative split spoon soil samples were selected and
subjected to natural moisture and 4200 sieve wash testing and analysis in order to
corroborate the visual classification of the granular soils. These test results are tabulated
below and are also presented on the "Log of Boring" sheets (Appendix 11).
Table II = Laboratory Test Results
Boring
No.
Sample
No.
Depth
(Ft)
Natural
Moisture
Content
4200
Sieve
(%)
Classification
B-1
S-3
4-6
9.5
16.1
SM
B-2
S-2
2-4
11.2
5.0
SP
B-3
S-5
8-10
23.5
79.0
CH
B-4
S-6
13-15
17.1
37.2
SC
B-5
S4
6-8
18.0
26.2
SM
BMP-1
S-2
2-4
9.7
18.5
SM
BMP-1
S-3
4-6
6.7
6A
SP-SM
BMP-1
S-6
13-15
23.7
8.2
SP-SM
BMP-2
S-3
4-6
6.4
5.9
SP-SM
BMP-2
S4
6-8
11.6
22.7
SM
BMP-2
S-5
8-10
25.9
67.3
CH
BMP-3
S-3
4-6
6.2
4.5
SP
BMP-3
S-5
8-10
16.6
35.3
SC
BMP-3
S-6
13-15
21.3
7.0
SP-SM
NT=Not Tested
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Location and Description:
The project site is located along the west side of Sneads Ferry Road within the Camp
LeJeune military installation in North Carolina. At the time of our field investigation services
the property was generally observed to consist of a wooded area and appeared to be a virgin
site that does not contain previous developments.
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5olutlons, Inc.

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' Report of Subsurface Investigation and Geotechnical Engineering Services 8/23/08
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No: ECOB-298G
Based on the site plan provided to G E T Solutions, Inc. by C. Allan Bamforth, Jr.
' Engineer -Surveyor, LTD, the majority of the site appeared to be relatively level with
approximately 1-foot change in elevation in 50 feet with the exception of the northern and
western portions of the site which showed more extreme elevation changes ranging from
' about 4 to 6 feet within 50 linear feet. Furthermore, the existing site grade elevations within
the construction limits generally ranged from about 20 to 34 feet MSL.
The northernmost site boundary consists
of gravel drive lane and parking lot
followed by a wooded area. The
westernmost boundary consists of a
wooded area. The southernmost
boundary consists a wooded area
followed by an existing structure
(Bldg. 989). The easternmost boundary
consists of Sneads Ferry Road followed
by a wooded area.
1 3.2 Subsurface Soil Conditions:
' Sandy Topsoil encountered at the boring locations was noted to extend to a depth ranging
from 2 to 12 inches below the surface elevations. Generally, the subsurface soils
encountered at the boring locations extending from beneath the surficial Topsoil to the
' boring termination depths ranging from 10 to 25 feet were noted to be granular in nature
and classified to consist of SAND (SP, SP-SM, SM, SC-SM, SC) with varying amounts of
silt and clay. Subsurface deposits of CLAY (CH) were 'encountered at the location of
' borings B-3 and BMP-2. These subsurface cohesive soil deposits were approximately 5-
foot thick and were encountered at depths of approximately 8 feet below existing grades
and extended to depths of approximately 13 feet below existing grades. A brief description
1 of the natural subsurface soil conditions encountered at the boring locations is tabulated on
the following page of this report:
L
' 6 GETS

Report of Subsurface Investigation and Geotechnical Engineering Services
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No: EC08-298G
Table III —Subsurface Soil Summary
8/23/08 1
RANGES OF
AVERAGE
STRATUM
DESCRIPTION
SPT{) N-
DEPTH (Feet) I
VALUES
Borings: 113-1 throu
h B-5, BMP-1 through BMP-3, and CBR-1 throu h.CBR-4
0 to 0.5
TOPSOIL
SAND (SP, SP-SM, SM, SC-SM, SC) with varying
0'.5 to 20
1
2 to 32
amounts of silt and clay
CLAY (CH) with trace fine sand;
8 to 13
II
13 to 15
Borings B-3 and BMP-2 only
Note (1) SPT = Standard Penetration Test, N-Values in Blows -per -foot
The subsurface description is of a generalized nature provided to highlight the major soil
strata encountered. The records of the subsurface exploration included in Appendix II
(Boring Logs) and in Appendix III (Generalized Soil Profile) should be reviewed for specific
information as to individual borings. The stratifications shown on the records of the
subsurface exploration represent the conditions only at the actual boring locations.
Variations may occur and should be expected between boring locations. The stratifications
represent the approximate boundary between subsurface materials and the transition may
be gradual.
3.3 Groundwater Information:
The groundwater level encountered at the boring locations was noted to occur at depths
ranging from approximately 10 to 13 feet below the varying existing site grade elevations.
Based on the existing topographic information provided on the project site plans performed
by C. Allan Bamforth, Jr. Engineer -Surveyor, LTD, the encountered ground water level
corresponds to an elevation ranging from 11 to 20.5 feet MSL. The varying groundwater
elevations are anticipated to be contributed to the varying existing site grade elevations at
the boring locations, which were noted to range from about 22 to 33.5 feet MSL,
Perched water levels are anticipated to occur during periods of heavy precipitation and/or
during the wet season within the vicinity of borings B-2, B-3, BMP-2, BMP-3, CBR-2, CBR-
3. This is anticipated to occur as a result of restrictive soil layers (Clayey SAND; SC and
CLAY; CH) encountered at these boring locations at elevations ranging from 15' MSL to 24'
MSL.
Solutlom, Inc.
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Report of Subsurface Investigation and Geotechnical Engineering Services 8/23108
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No: EC08-29BG
Groundwater conditions will vary with environmental variations and seasonal conditions, such
as the frequency and magnitude of rainfall patterns, as well as man-made influences, such
as existing swales, drainage ponds, underdrains and areas of covered soil (paved parking
lots, sidewalks, etc.). In the project's area, seasonal groundwater fluctuations of±2feet are
common; however, greater fluctuations have been documented, and the groundwater table
could occur near the surface. We recommend that the contractor determine the actual
groundwater levels at the time of the construction to determine groundwater impact on the
construction procedures, if necessary:
4.0 EVALUATION AND RECOMMENDATIONS
In general, subsurface soils at this site were very loose to dense Sands to the boring
termination depths. Additionally, deposits of stiff to very stiff CLAY (CH) were encountered
at the location of borings B-3 and BMP-2 at depths of 8 feet below existing grades. It is
anticipated that the footings will bear within the upper loose to medium dense naturally
occurring sand deposits or within the structural fill soils. Furthermore, as previously noted
in Section 3.1 of this report it appears that this is a virgin site that did not previously contain
prior developments. This will become more evident during the clearing and grading
procedures necessary to remove the surficial organic soils and expose the underlying
natural granular and/or cohesive subgrade soils noted to occur at the boring locations
performed within the building and pavement areas. Compaction of the natural subgrade
soils is considered to be critical to achieving the allowable bearing capacities noted in
Section 4.5 of this report.
' 4.1 Clearing and Grading:
The proposed building and pavement construction areas should be cleared by means of
' removing trees, associated root mat, and topsoil, where encountered. Based on a review of
the soils encountered at the test boring locations, it is anticipated that the site will require a
cut depth ranging from about 4 inches to 12 inches in order to remove the Topsoil
' materials. This cut is expected to be deeper in isolated areas to remove deeper deposits of
organic soils, which may become evident during the clearing.
' The project's budget should include an allowance for subgrade improvements (undercut
and backfill with select fill). It is recommended that the clearing operations extend laterally
' at least 5 feet beyond the perimeter of the proposed building area.
8 GET

Report of Subsurface Investigation and Geotechnical Engineering Services 8/23/08
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No: EC08-29BG '
4.2 Subgrade Preparation:
Fallowing the clearing operation and prior to site grading or any fill placement, the '
subgrade soils should be evaluated by G E T Solutions, Inc. for stability. Accordingly, the
subgrade soils should be proofrolled to check for pockets of soft material hidden beneath a '
crust of better soil. Several passes should be made by a large rubber -tired roller or loaded
dump truck over the construction areas (where possible), with the successive passes
aligned perpendicularly. The number of passes will be determined in the field by the
Geotechnical Engineer depending on the soils conditions. Any pumping and unstable
areas observed during proofrolling (beyond the initial cut) should be undercut and/or
stabilized at the directions of the Geotechnical Engineer. 1
Following the proofroll and approval by the engineer, it is recommended that, within the
construction areas, natural soils below stripped grade should be compacted to a dry
density of at least 98 percent of the Modified Proctor maximum dry density (ASTM D 1557),
as tested to a minimum depth of 18-inches. This densification will require the use of a
large vibratory roller.
4.3 Structural trill and Placement:
Following the proper compaction and approval of the natural subgrade soils by the '
Geotechnical Engineer, the placement of the fill required to establish the design grades
may begin. Any material to be used for backfill or structural fill should be evaluated and '
tested by G E T Solutions, Inc. prior to placement to determine if they are suitable for the
intended use. Suitable structural fill material should consist of sand or gravel containing '
less than 20 percent by weight of fines (SP, SM, SW, GP, GW), having a liquid limit less
than 20 and plastic limit less than 6, and should be free of rubble, organics, clay, debris
and other unsuitable material. ,
All structural fill should be compacted to a dry density of at least 98 percent of the Modified
Proctor maximum dry density (ASTM D1557), In general, the compaction should be '
accomplished by placing the fill in maximum 10-inch loose lifts and mechanically
compacting each lift to at least the specified minimum dry density. A- representative of
G ET Solutions, Inc. should perform field densitytests on each liftas necessary to assure '
that adequate compaction is achieved.
Backfill material in utility trenches within the construction areas should consist of structural '
fill (as described above), and should be compacted to at least 98 percent of ASTM D1557.
This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is
used.
Solutions; inc

' Report of Subsurface Investigation and Geotechnical Engineering Services 8/23/08
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
' GET Project No: EC08-298G
4.4 On -Site Excavated Soils — BMP Ponds:
The subsurface soils encountered at the location of borings BMP-1 through BMP-3 were
noted to consist of SAND (SP, SP-SM, SM) to an average depth of about 10 feet below the
' existing site grade elevations. These natural granular soils encountered at the boring
locations appear to meet the recommended structural fill requirements provided in Section
4.3 of this report. Accordingly, at this time it is anticipated that these soils will be suitable
1 for re -use as -select fill soils.
The Topsoil and/or the soils noted to consist of SAND (SC, SC-SM) or CLAY (CH) should
be stockpiled separately from the suitable select fill soils (SAND; SP, SP-SM, SM).
Furthermore, although the granular soils noted above appear to meet the requirements
noted in the previous section of this report for suitable select fill materials they will need to
be stock pilled in order to dry and obtain a moisture content suitable for.compaction.
Furthermore, additional sampling and laboratory analysis should be performed during
construction procedures to substantiate the suitability of the subsurface soils for their
intended use.
4.5 Building Foundation Design Recommendations:
Provided that the previously recommended earthwork construction procedures are properly
performed, the proposed buildings can be supported by shallow spread footings bearing
over firm natural soil or well -compacted structural fill material. The footings can be
designed using a net allowable soil pressure of up to 2000 pounds per square foot (psf). In
using net pressures, the weight of the footings and backfill over the footings, including the
weight of the floor slab, need not be considered. Hence, only loads applied at or above the
finished floor need to be used for dimensioning the footings.
' In order to develop the recommended bearing capacity, , the base of the footings should
9
' have an embedment of at least 24 inches beneath finished grades, and wall footings
should have a minimum width of 24 inches. In addition, isolated square pier footings, if
used, are recommended to be a minimum of 3 feet by 3 feet in area for bearing capacity
' consideration. The recommended 24-inch footing embedment is considered sufficient to
provide adequate cover against frost penetration to the bearing soils.
' 10 GET

Report of Subsurface Investigation and Geotechnical Engineering Services 8123/08 '
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No: EC08-298G '
4.6 Foundation Excavations:
Immediately prior to reinforcing steel placement, it is suggested that the bearing surfaces of '
all footing and floor slab areas be compacted using hand operated mechanical tampers, to
a dry density of at least 98% of the Modified Proctor maximum dry density (ASTM D 1557)
as tested to a depth of 12 inches, for bearing capacity considerations. In this manner, any
localized areas, which have been loosened by excavation operations, should be
adequately re -compacted. In addition to compaction testing, hand auger borings with '
Dynamic Cone Penetrometer (DCP) testing should be performed within the base of the
foundation excavations to ensure that the footing bearing soils are suitable for foundation
support.
Soils exposed in the bases of all satisfactory and remedied foundation excavations should
be protected against any detrimental change in condition such as from physical t
disturbance, rain or frost. Surface run-off water should be drained away from the
excavations and not be allowed to pond. If possible, all footing concrete should be placed
the same day the excavation is made. If this is not possible, the footing excavations should '
be adequately protected.
4.7 Building Foundation Settlements: 1
It is estimated that, with proper site preparation (as previously presented), the maximum
resulting total settlement of the proposed building foundations should be up to 1-inch. The S
maximum differential settlement magnitude is expected to be about 1/2-inch between
adjacent footings (wall footings and column footings of widely varying loading conditions). 1
The settlements were estimated on the basis of the results of the field penetration tests.
Careful field control will contribute substantially towards minimizing the settlements.
4.8 Seismic Design Recommendations: '
It is noted that, in accordance with the NC Building Code; Chapter 16, this site is classified '
as a site Class ❑, based on which seismic designs should be incorporated. This
recommendation is based on the data obtained from the completed 20-foot deep SPT
borings, the results of the previously referenced "Report of Geotechnical Exploration"
performed by GeoEnvironmental Resources, Inc. (GET Project No. 110-4799), as well as
our experience with SPT borings and CPT soundings with shear wave velocity testing
performed within the vicinity of this project site. In order to substantiate the site '
classification provided above a 100-foot deep CPT boring and soil shear wave velocity
testing with liquefaction potential analysis should be performed. G E T Solutions, Inc.
would be pleased to provide these services should they be determined necessary.
Solutliins Inc:

' Report of Subsurface Investigation and Geotechnical Engineering Services 8123108
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
' GET Project No: EC08-298G
4.9 Building Floor Slabs:
The floor slabs may be constructed as slab -on -grade members provided the previously
recommended earthwork activities and evaluations are carried out properly. It is
' recommended that all ground floor slabs be directly supported by at least a 4-inch layer of
relatively clean, compacted, poorly graded sand (SP) or gravel (GP) with less than 5
percent passing the No. 200 Sieve (0,074 mm). The purpose of the 4-inch layer is to act
' as a capillary barrier and equalize moisture conditions beneath the slab. The slabs can be
designed with the use of a subgrade modulus on the order of about 100 psi/in for
compacted structural fill.
It is recommended that all ground floor slabs be "floating" if no turn down slab/foundation
system is implemented. That is, generally ground supported and not rigidly connected to
walls or foundations. This is to minimize the possibility of cracking and displacement of the
floor slabs because of differential movements between the slab and the foundation.
1 It is also recommended that the floor slab bearing soils be covered by a vapor barrier or
retarder in order to minimize the potential for floor dampness, which can affect the
performance of glued tile and carpet. Generally, use a vapor retarder for minimal vapor
resistance protection below the slab on grade. When floor finishes, site conditions or other
considerations require greater vapor resistance protection, consideration should be given
to using a vapor barrier. Selection of a vapor retarder or barrier should be made by the
Architect based on project requirements.
4.10 Pavements:
The California Bearing Ratio (CBR) test results indicated soaked CBR values ranging from
16.3 to 19.6, having an average of 17.6. The average soaked CBR value was multiplied by
' a factor of two-thirds to determine a pavement design CBR value. The two-thirds factor
provides the necessary safety margins to compensate for some non -uniformity of the soil.
Therefore, a CBR value of 11.7 should be used in designing the pavement sections. A
' summary of the CBR test results and the moisture density relationship curves (Proctors)
are provided in Appendix IV.
' 12 GET
u

Report of Subsurface Investigation and Geotechnical Engineering Services 8123/08
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No: EC08-298G
Based on the results of our field explorations program, laboratory testing procedures, and
our experience with similar soil conditions, the following minimum pavement sections are
provided.
I. Light Duty Pavement — Parking Areas:
Flexible Pavement
SUBGRADE: Stable and approved by the Geotechnical Engineer,
and compacted to at least 98% of ASTM D 1557, to a
depth of at least 12 inches deep.
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material, size
NCDOT Type "A".
ASPHALT SURFACE: Minimum 2.0 inches of Asphalt Concrete, NCDOT Type
SF9,5A or SF9.5B.
II. Heavy Duty Pavement - Roadway Areas:
Flexible Pavement
SUBGRADE: Stable and approved by the Geotechnical Engineer,
and compacted to at least 98% of ASTM D 1557, to a
depth of at least 12 inches deep.
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material, size
NCDOT Type "A".
ASPHALT BASE:' Minimum 3.0 inches of Asphalt Concrete, NCDOT Type
1-19.OB.
ASPHALT SURFACE: Minimum 2.0 inches of Asphalt Concrete, NCDOT Type
SF9,5A or SF9.5B.
13
Solutions,"Inc�

Report of Subsurface Investigation and Geotechnical Engineering Services 812310E
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No: EC08-298G
In preparation for a stable subgrade support for the pavement section, the following
'
construction steps are recommended:
1. Following pavement rough grading operations, the exposed
subgrade should be observed under proofrolling. This
proofrolling should be accomplished with a fully loaded dump
truck or 7 to 10 ton drum roller to check for pockets of soft
material hidden beneath a thin crust of better soil. Any
1
unsuitable materials thus exposed should be removed and
replaced with a well -compacted material. The inspection of
these phases should be performed by the Geotechnical
Engineer or his representative.
2. If excessively unstable subgrade soils are observed during
proofrolling and/or fill placement, it is expected that these weak
areas can be stabilized by means of thickening the base
course layer to 10 to 12 inches and/or the use of a Geotextile
Geogrid (such as Tensar BX1100 or equivalent). These
alternates are to be addressed by the Geotechnical Engineer
during construction, if necessary, who will recommend the
most economical approach at the time.
Actual pavement section thickness should be provided by the design civil engineer based
on traffic loads, volume, and the owners design life requirements. The previous sections
represent minimum thickness representative of typical local construction practices and as
such periodic maintenance should be anticipated. All pavement material and construction
procedures should conform to North Carolina Department of Transportation (NCDOT)
requirements.
' 4.11 Storm Water Ponds:
Three infiltration tests were performed at the location of borings BMP-1 through BMP-3.
' The tests were performed at depths of about 6 feet below current grades. The boreholes
were prepared utilizing an auger to remove soil clippings from the base. Infiltration testing
was then conducted within the vadose zone utilizing a Precision Permeameter and the
' following testing procedures.
E
Lei 11
Solutlons, 1nt

Report of Subsurface Investigation and Geotechnical Engineering Services
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No: EC08-298G
8/23/08 1
A support stand was assembled and placed adjacent to the borehole. This stand holds a
calibrated reservoir (2000 ml) and a cable used to raise and lower the water control unit
(WCU). The WCU establishes a constant water head within the borehole during testing by
use of a precision valve and float assembly. The WCU was attached to the flow reservoir
with a 2-meter (6.6 foot) braided PVC hose and then lowered by cable into the borehole to
the test depth elevation. As required by the Glover solution, the WCU was suspended
above the bottom of the borehole at an elevation of approximately 5 times the borehole
diameter. The shut-off valve was then opened allowing water to pass through the WCU to
fill the borehole to the constant water level elevation. The absorption rate slowed as the
soil voids became filled and an equilibrium developed as a wetting bulb developed around
the borehole. Water was continuously added until the flow rate stabilized. The reservoir
was then re -filled in order to begin testing. During testing, as the water drained into the
borehole and surrounding soils, the water level within the calibrated reservoirwas recorded
as well as the elapsed time during each interval. The test was continued until relatively
consistent flow rates were documented. During testing the quick release connections and
shutoff valve were monitored to ensure that no leakage occurred. The flow rate (Q), height
of the constant water level (H), and borehole diameter (D) were used to calculate Ks
utilizing the Glover Solution.
Based on the results of our field saturated hydraulic conductivity testing procedures and
our experience with similar soil conditions encountered at the boring locations, as indicated
in the Subsurface Soil Conditions section of this report, the permeability rates noted in
Table IV below are provided to aid in the storm water design process.
Table IV — Saturated Hydraulic Conductivity Test Results
Test No.
Test
Depth (ft)
• -
Static
Groundwater
Level (*ft.)
Percent- Silt
and/or Clay
Average Infiltration Test
Results (Ksat Values)
cm/sec
cmlda
in/hour
BMP-1
'6.0
11.0
6.4
1.42E-02
1228.4
20.2
BMP-2
6.0
11.5
5.9
9.58E-03
828.1
13.6
BMP-3
1 6.0
10.5
4.5
8.79E-03
1 759.8
12.5
= The depths noted above are referenced from the existing site grade elevations at the boring locations
at the time of our subsurface exploration procedures.
NIC = Not Complete at the time of this preliminary report.
I
0
The infiltration test data for the BMP borings are presented in Appendix V. 1
Soludons,; lnc

Report of Subsurface Investigation and Geotechnical Engineering Services
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
' GET Project No: ECOS-29BG
5.0 CONSTRUCTION CONSIDERATIONS
' 5.1 Drainage and Groundwater Concerns:
8/23/08
Perched groundwater levels are expected to interfere with excavations that extend below a
depth ranging from approximately 10 to 13 feet below existing grades, which corresponds
to elevations ranging from about 11 to 20.5 feet MSL. Dewatering to a depth ranging from
about 10 to 13 feet can most likely be accomplished by pumping from sumps. However,
dewatering below the perched water levels may require well pointing. .
As previously noted in Section 3.3 of this report, perched water levels are anticipated to
occur during periods of heavy precipitation and/or during the wet season within the vicinity
of borings B-2, B-3, BMP-2, BMP-3, CBR-2, CBR-3. This is anticipated to occur as a result
of restrictive soil layers (Clayey SAND; SC and CLAY; CH) encountered at these boring
locations at elevations ranging from 15' MSL to 24' MSL.
Accordingly, it is recommended that the contractor determine the actual groundwater levels
at the time of the construction to determine groundwater impact throughout the project site
1
and at specific proposed excavation locations.
5.2 Excavations:
In Federal Register, Volume 54, No. 209 October, 1989 , the United States Department of
g ( } p
Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P".' This document was issued to
better insure the safety of workmen entering trenches or excavations. It is mandated by
this federal regulation that all excavations, whether they be utility trenches, basement
excavation or footing excavations, be constructed in accordance with the new (OSHA)
guidelines. It is our understanding that these regulations are being strictly enforced and if
they are not closely followed, the owner and the contractor could be liable for substantial
'
penalties.
' The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. The contractor's responsible
1 person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the
excavations as part of the contractor's safety procedures. In no case should slope height,
slope inclination, or excavation depth, including utility trench excavation depth, exceed
tthose specified in local, state, and federal safety regulations.
16 GET

Report of Subsurface Investigation and Geotechnical Engineering Services
P-1222 MP Company Operations Facility
Camp LeJeune, North Carolina
GET Project No: ECOB-298G
8/23/08 1
We are providing this information solely as a service to our client. G E T Solutions, Inc. is
not assuming responsibility for construction site safety or the contractor's activities; such
responsibility is not being implied and should not be inferred.
6.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained by
G E T Solutions, Inc. and the information supplied by the client and C. Allan Bamforth, Jr.
Engineer -Surveyor, LTD for the proposed project. If there are any revisions to the plans for
this project or if deviations from the subsurface conditions noted in this, report are
encountered during construction, G E T Solutions, Inc. should be notified immediately to
determine if changes in the foundation recommendations are required. If G E T Solutions,
Inc, is not retained to perform these functions, G E T Solutions, Inc. can not be
responsible for the impact of those conditions on the geotechnical recommendations for
the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications or
professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
After the plans and specifications are more complete the Geotechnical Engineershould be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents,
in order that the earthwork and foundation recommendations may be properly interpreted
and implemented. At that time, it may be necessary to submit supplementary
recommendations. This report has been prepared for the exclusive use of Ivy Architectural
Innovations, PC as well as their consultants for the specific application to the Proposed
P-1222 MP Company Operations Facility project located within the Camp LeJeune military
installation in North Carolina.
Solutions, Inc:
1
I
L

1
9
1
9
1
1
1
1
VI
APPENDICES
BORING LOCATION PLAN
BORING LOGS
GENERALIZED SOIL PROFILE
SUMMARY OF CBR TEST DATA
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET(S)
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

APPENDIX I -
BORING LOCATION PLAN
1
I
I
I
1
1

I

APPENDIX II -
BORING LOGS
so

1
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I
GETPROJECT:
cror�n.+.ch=3m.r.+.n�r�x
BORING LOG
B-1
MP Company Operations Complex
CLIENT: Ivey Architectural Innovations PC
PROJECT LOCATION: Camp LeJeune North Carolina PROJECT NO.: EC08-29BG
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 33.5' MSL
DRILLER: Fishbume Drilling, Inc. LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary (wash) _ DATE: 8-28-08
DEPTH TO WATER - INITIAL`: -V 13' AFTER 24 HOURS: CAVING> �
2
>
Description
ZEoE3L
0
CL
CO
Zno
v
TEST RESULTS
Plastic Limit H LiquidLimit
Moisture Content -•
N-Value -
10203040506070
0
0
2
5
4
9
11
13
20
18.1
4 inches Sandy TOPSOIL
rxri:
'4�1: ( fT �rj.
:1s
rXr):
1
24
SS
wow
1
..:...: .... .:...: .
.
.
........:...........
... ... ... ..
... .. .. ,.. ... .....
Gray, moist, poorly graded fine to medium SAND (SP) to poorly
graded fine to medium SAND (SP-SM) with silt, very loose to loose
Light Tan from 2 feet
3o
2
24
SS
3
z
3
2
5
Tan, moist, poorly graded fine to medium SAND (SP-SM) with silt to
Silty fine SAND (SM) with trace clay, very loose to medium dense
Gray from 8 feet
Wet from 13 feet
Reddish Tan from 18 feet
::::
':
3
22
ss
2
2
2
4
23
ss
3
s
5
25
5
21
SS
4
s
6
10
4
20
5
6
22
SS
5
9
15
...:.
1-5
7
22
5S
7
9
13
20
a
Boring terminated at 20 it.
p...
25
30
35
_5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
be indicative of BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in .general accordance with ASTM D 1586,

GETPROJECT:
CmU.�. -F­i—
BORING LOG
B-2
MP Company Operations Complex _
CLIENT: Ivey Architectural Innovations PC
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC08-298G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 32' MSL
DRILLER: Fishbume Drilling, Inc. _ LOGGED BY: G. Stalls, P.E.
DRILLING METHOD- Mud Rotary (wash) DATE: 8-28-08
DEPTH TO WATER - INITIAL*: -V- 13' AFTER 24 HOURS: -W CAVING �L
-�
m
❑ E
a�i w
Description
e
a
„
E a
Z
a o
E
E
o `e
m a
`m
Z\
o
°
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - is
N-Value -
10 20 30 40 50 60 70
0
0
q
6
6
10
11
12
24
5.0
6 inches Sandy TOPSOIL
la:Li
�:I; F'r
'?i L r
tiJa:
7:I:tL
I -a r
1-XLr
t?:0:
1
24
SS
z
2
:...:...:...:...:...: .
AI ..........:.......:. .:. .
:...:...:...:...:...:...:...
.......
:...:...:...:...:...: .
.:...'..:...:...:...:...
....:...:...:...
:...:...:...:...:...
30
Tan -Brown, moist, poorly graded fine to medium SAND (SP) to
poorly graded fine to medium SAND (SP-SM) with' silt, very loose to
loose
Light Tan from 2 feet
Tan -Brown 4 feet
2
20
SS
z
3
4
2
5
3
21
SS
3
3
3
3
zs
Tan, moist, poorly graded fine to medium SAND (SP-SM) with silt to
Silty fine SAND (SM) with trace clay, loose
q
4
3
a
Mottled Gray -Tan, moist, Clayey fine SAND (SC), medium dense
.'... '.
1;1:Ii f
1?; L1:
L'1:t1.
•171: L C
N L1:
1%I:i l
I of i i
ri:L1:
i'I r
5
23
SS
s
5
7
10
4
6
21
SS
6
6
20
Light Gray, wet, poorly graded fine to medium SAND (SP-SM) with
sift to poorly graded fine to medium SAND (SP), medium dense
Reddish Tan from 18 feet
5
6
7
23
SS
9
13
55
20
Boring terminated at 20 ft.
10
s
10
4
35
-s
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bu4k Sample
I
1
1
II
I
1
PAGE 1 of 1 Standard Penetration Tests were performed in the field in •general accordance with ASTM D 1566.

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1
1
GET
�+rc1snkf•Exvlivnmrnn!•7LxHxk
BORING LOG
B-3
PROJECT: MP Company Operations Complex
_
CLIENT: Ivey Architectural Innovations PC
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC08-298G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 26.5' MSL
DRILLER: Fishbume Drilling, Inc, LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary(wash) DATE: 8-28-08
DEPTH TO WATER- INITIAL": V 10' AFTER 24 HOURS_CAVING JL
o
M
n
w
Q.�'
m a,
E
a
w m
[] w
Description
c
a
�
�,
a d
E
m
E
a
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I—
o
0 cL
�,
z
o
a
TEST RESULTS
Plastic Limit F 1 Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
0
0
2
3
4
9
15
25
25
9.
6 inches Sandy TOPSOIL
it�iri
r•
"' '
1:Ct[
1 :Itf
7:cr[
1
24
SS
+
:...:...:...:...:...: .
.. ................. .
.: G .
-
-
. .
.. ...... ....... ......
..... ... ..
.
Tan, moist, poorly graded fine to medium SAND (SP) to poorly
graded Tine to medium SAND (SP-SM) with silt, very loose
Light Gray from 2 feet
2
20
S5
z
1
2
3
2
3
21
SS
2
z
2
20
Gray -Tan, moist, poorly graded fine to medium SAND (SP-SM) with
silt to Silty fine SAND (SM) with trace clay, loose
iEii
4
24
SS
s
4
4
Mottled Gray -Reddish Tan, moist, Fat CLAY (CH) with trace fine
sand, stiff
Wet from 10 feet
5
23
S5
5
a
a
1
4
1
Light Gray, wet, poorly graded fine to medium SAND (SP-SM) with
silt to poorly graded fine to medium SAND (SP), medium dense
Reddish Tan from 18 feet
1 is r f
ra:L1:
L1:tJ.
iJ:ttf
[1:L1:
•� .,, l i'
G
21
SS
10
73
15
15
°
s
7
23
SS
10
12
13
12
20
Boring terminated at 20 ft.
5
30
-5
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
ulk BS =BSampte
PAGE 1 of 1 Standard Penetration Tests were performed in the field in genera! accordance with ASTM D 1586,

GETPROJECT:
'
cA�k.i.rw�nr.nwrnx
BORING LOG
B-4
MP Company Operations Complex
CLIENT: Ivey Architectural Innovations, PC
_
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC08-298G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 29' MSL
DRILLER: Fish_bume DrNt ng,_Inc. ^A LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary (wash) _ DATE: 8-28-08
DEPTH TO WATER -INITIAL*: 13� 11' AFTER 24 HOURS: 3 CAVING> _L
0
17,
Q
0) g
E
o m
ay �
n
Description
Q
E Z
E o
E
o as
n n
]
Z
oo
v
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content •
N-Value -
10 20 30 40 50 60 70
o
a
2
4
4
10
13
26
4 inches Sandy TOPSOIL
Li:rt.
1
20
SS
:...:...:...:...:...:...: .
:...:...:...:...:. .:...:...
:...:...:...:...:.......
- -
.
'
... ..... ... ... ... ..
.. .. -
Gray -Tan, moist, poorly graded fine to medium SAND (SP) to poorly
graded fine to medium SAND (SP-SM) with silt, very loose
�
VX
2
22
SS
2
2
z
zs
2
Tan, moist, Silty fine SAND (SM) with trace clay to Silty Clayey fine
SAND (SC-SM), very loose
s
3
18
SS
z
2
4
24
SS
4
s
5
20
Gray -Tan, moist, poorly graded fine to medium SAND (SP-SM) with
silt to Silty fine SAND (SM) with trace clay, medium dense
Wet from 11 feet
; ? =
."..
1': tf
r.1'.1
r:�;
5
23
5S
s
s
SSI
s
15
Mottled Gray -Reddish Tan, wet, Clayey SAND (SC), medium dense
7
23
5S
i2
14
t s
s
10
Light Gray, wet, poorly graded fine to medium SAND (SP-SM) with
sill, medium dense
zo
Boring terminated at 20 ft.
0
30
1
-5
35
_1e
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
1
11
1�
PAGE 9 of 9 Standard Ponotration Tests were performed in the field in ,general accordance with ASTM D 1566,

1
1
0
I
I�
GETPROJECT:
c�r_7at.E,�,n .t.mrrnr
BORING LOG
B-rJ
MP Company Operations Complex
_
CLIENT: Ivey Architectural Innovations PC
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC08-298G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 30.5' MSL
DRILLER: Fishbume Drilling, Inc. _ LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rota wash DATE: 8-28-08
DEPTH TO WATER - INITIAL": -3• 11' AFTER 24 HOURS: 3 CAVING> -1
w g❑
_
a a1
m
E
s
° �'
a1
m
Description
u
Q
C27
Ln
a d
M z
E
E
o
m a
ID
2
z\
o
�
TEST RESULTS
Plastic Limit H Liquid Limit
9
Moisture Content-
N-Value -
10 20 30 40 50 60 70
30
fl
0
q
14
5
8
8
11
32
4.
6 inches Sandy TOPSOIL
irci
jd;i
t:C[r
9: C .'
1 i'Lr
t+:!+'
7:r.t[
1
24
55
2
2
3
:...:...:...:...:...:...: .
� � � � � � � � � � � � • • � • • •
:...:...:...:...:...:...
i • : . • . • • • .
.
'
...:...:. .
..:. .:...:...:...
.. .. .. ... ... ..
Tan, moist, poorly graded fine to medium SAND (SP) to poorly
graded fine to medium SAND (SP-SM) with silt, very loose to loose
2
22
S5
5
s
2
5,
25
3
18
SS
2
a
2
Tan, moist, poorly graded fine to medium SAND (SP-SM) with silt to
Silty fine SAND (SM) with trace clay, loose
Wet from 11 feet
)I F f
aa;tt
['l:t].
2. L 1:
•ttr.tl
rxc1:
4
24
SS
a
a
3
5
23
SS
4
a
5
(
20
4
6
21
ss7
3
70
1
Light Gray, wet, poorly graded fine to medium SAND (SP-SM) with
silt to poorly graded fine to medium SAND (SP), medium dense to
dense
15
15
6
10
7
23
SS
12
18
14
16
20
Boring terminated at 24 ft.
a
5
30
p...
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in ,general accordance with ASTM 0 1586.

GETPROJECT:
G.aNdfd •rwcimwnanN1•TaN�ryr
BORING LOG
BMP-1
MP Company Operations Complex
CLIENT: Ivey Architectural Innovations PC
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC08-298G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22' MSL
DRILLER: Fishburne Drilling, Inc. _ _ _ LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary (wash) DATE: 8-28-08
DEPTH TO WATER - INITIAL': V- 11' AFTER 24 HOURS: 4W- CAVING f-
o
@ :
w �
y
a
o
a m
o m
Description
c
Q
E
C�
�,
a d
Z
CO
° ?
cn �
�,
°'
ma?
�
N C°
m
z
v
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content •
N-Va{ue -
10 20 30 40 50 60 70
0
0
2
5
5
11
12
21
18.
6A
8.2
2 inches Sandy TOPSOIL
1
20
SS
2
t'
:...:...:...: ..:...:.......
.:... .
1..:...:...:..:...:..:.
1
;..�;.•.;,.•;•„
..... ..... ...... ..... :...:...
L
...............................
._ .. ..
[21
Gray, moist, poorly graded fine to medium SAND (SP-SM) with silt to
Silty tine SAND (SM), very loose to loose
Tan from 2 feet
2
22
SS
2
s
3
2
5
Tan, moist, poorly graded fine to medium SAND (SP) to poorly
graded fine to medium SAND (SP-SM) with silt, loose to medium
dense
Gray from 6 feet
L*Jij•
1:rrr
, 4
r r w
3
18
SS
3
2
3
75
a
7
7
Reddish Tan, moist, Silty fine SAND (SM) with trace clay, medium
dense
Wet from 10.5feet
iEEi
i •� t i
71 r1
a•ifE
5
23
SS
s
g
7
1
4
6
21
SS
10
11
10
10
6
13
Gray, wet, poorly graded fine to medium SAND (SP-SM) with silt to
poorly graded fine to medium SAND (SP), medium dense
15
Boring terminated at 15 ft.
5
20
0
5
10
•10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
C
I
PAGE 1 of 1 Standard Penetration Tests were performed in the Feld in general accordance with ASTM D 1586.

a
GETPROJECT:
c�n.,•eR�� �„.I.h,�r„�
BORING LOG
BMP-2
MP Company 0 erations Complex
CLIENT: Ivev Architectural Innovations PC
PROJECT LOCATION: Camp_LeJeune, North Carolina _ PROJECT NO.: EC08-298G
BORING LOCATION: See _Attached _Boring Location Plan SURFACE ELEVATION: 23' MSL
DRILLER: Fishbume Drilling, Inc. _ LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rota wash DATE: 8-28-08
DEPTH TO WATER - INITIAL*: 4W- 11.5' AFTER 24 HOURS: a CAVING> _L
oEj`
w2
�2
oo E
L
a m
Q m
DBSCfIRtIOtI
o
Q
W
a o
z
2
a1.2-
t-
N_jgTEST
m a
z\
RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
1 20 30 0 50 60 70
0
0
3
5
11
13
19
5.9
22.
57.
4 inches Sandy TOPSOIL
='.
I T•f1
!:I: it
i:e r f
I;fit
lxcr
ttc"
WI: r 1
1
20
Ss
1
1
z
z
-
:...:...:...:...:...:..
.
.
:
:...:...:...:...:...:...
:.y :...:...:...:...:...
:.. :...:.. :...:...:
.. .. ... ... ... ... ... ..
20
Tan, moist, poorly graded fine to medium SAND (SP) to poorly
graded fine to medium SAND SP-SM with silt, very loose to loose
9 ( ) rY
Light Gray from 4 feet
9 Y
2
22
SS
2
2
3
s
2
s
3
20
Ss
z
2.
3
3
1
Tan, rnoist, Silty fine SAND (SM) with trace clay, medium dense
8
Mottled Gray -Reddish Tan, moist, Fat CLAY (CH) with fine sand, still
Wet from 11.5 feet
.I.1: t 1
rrt1:
a I; c F
.:
4
5
22
24
SS
SS
3
6
7
B
7
1
4
6
20
SS
7
g°
7
10
13
Tan, wet, poorly graded fine to medium SAND (SP-SM) with silt to
poorly graded fine to medium SAND (SP), medium dense
15
Boring terminated at 15 ft.
a
20
e
30
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 9 of i Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

0
GETPROJECT:
MP Company Operations Complex
CLIENT: Ivey Architectural Innovations PC
PROJECT LOCATION: Camp LeJeune, North Carolina _ _ PROJECT NO.: EC08-29BG
BORING LOCATION: See Attached Boring Location Plan _ SURFACE ELEVATION: 22.5' MSL
DRILLER: Fishburne Drilling, Inc. LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary (wash) DATE: 8-28-08
DEPTH TO WATER - INITIAL*: # 10.5' AFTER 24 HOURS: - �^ CAVING -L
GnwrF.�xr •r.Rsironrnrrr+al.hxrt,q¢
1�1
BORING LOG
BM P-3
o
m
w
n
a m
oc E
r
a a�
a
Description
s
a
B
C7
a d
M z
v)
c
p
m
cn
y
a
m F
V)
N c°
m o.
z
o
v
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
0
0
4
$
7
7
10
19
4.5
35,
7.0
6 inches Sandy TOPSOIL
i;i,i'�'
y•1:r,
a:Rtt
rr• c a
r:�:tr
, ; � r
t?-.(l:
7:u r t
1
18
SS
1
z
3
:...:...:...:...:...:..
:...:...........:. .
...... .........
............
:...:...:...:...:...:...:...
:
.1......... ....:...:...:...
1:
..T ...........:...:. .:.
.......�...............:...:...
I -
..........,.......:...:...:.,.
.:...:...:...:...:.. .:...:...
... ... ..... ...,
Tan -Brown, moist, poorly graded fine to medium SAND (SP) to
poorly graded fine to medium SAND (SP-SM) with silt, very loose to
loose
Tan from 2 feet
Light Gray from 4 feet
20
2
22
SS
4
5
2
6
3
20
SS
3
s
3
15
Tan, moist, Silty fine SAND (SM) with trace clay, loose
4
22
SS
6
3
4
Tan, moist, Clayey fine SAND (SC), loose
Wet from 10.5 feet
..
'1i�: k i
1'I i F
5
24
S5
5
5
7:
10
4
6
20
SS
0
y
7
10
15
13...
Tan, wet, poorly graded fine to medium SAND (SP-SM) with silt to
poorly graded fine to medium SAND (SP), medium dense
Boring terminated at 15 ft.
6
6
20
D
25
-5
30
10
10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Augar Sample
BS = Bulk Sample
n
1
I
�J
CI
PAGE 1 of 1 Star7dard Penetration Tests were perfofined in the field in genera! accordance with ASTM D 1586.

I
I
I
1
I
GET
Gabrhnir+f•L�Nmamrrnl•Thffrq
BORING LOG
CBR-1
PROJECT: MP Company Operations Complex
CLIENT: Ivey Architectural Innovations, PC
PROJECT LOCATION: Camp LeJeune,_North Carolina PROJECT NO.: EC08-298G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 33' MSL
DRILLER: Fishburne Drilling, Inc. LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary(wash) DATE: 9-3-08
DEPTH TO WATER - INITIALS: k� AFTER 24 HOURS: T CAVING> C.
aai
w
C
a
o
DeSCripllon
a
S
C7
a)
a o
m z
cn
m
8
cn
0
°'
cn
3 `°
—�° Q?
a:
m
z
8
v
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
5
B inches Sandy TOPSOIL
1a:ir
,q:r;
iafi r
.
•
. ...........
•
.. ... .. .,
...:...:...:...:...:...:...:...
-
.. ....... ... ..
5
Tan -Gray, moist, poorly graded fine to medium SAND SP to oorl
graded fine to medium SAND (SP-SM) with silt, very loose to loose
Tan from 1.5 feet
Tan -Brown from 4 feet
Tan from 5 feet
30
z
an, moist, Silty fine SAND (SM) with trace clay to poorly graded fin
to medium SAND (SP-SM) with silt, loose
Light Tan from 8 feet
4
Boring terminated at 10 ft.
20
15
6
15
10
5
30
5
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were pefformed in the field in general accordance with AS TM D 1566.

GETPROJECT:
'
coca xni.rs,w ur.rdr�
BORING LOG
CBR-Z
MP Company Operations Complex
CLIENT: Ivey Architectural Innovations, PC
PROJECT LOCATION: Camp LeJeune, North Carolina_ PROJECT NO.: EC08-298G
BORING LOCATION: See _Attached Boring Location Plan SURFACE ELEVATION: 30' MSL
DRILLER: Fishbu_me Drilling, Inc, LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary (wash) _ DATE: 9-3-08
IDEPTH TO WATER- INITIAL*. 49- AFTER 24 HOURS: - CAVING> -L
mO E
w
o
a
o
Description
U
a
_a
oa_°3
4
M n
N
zo
o
I
TEST RESULTS
Plastic Limit H Liquid
Limita
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
30
o
a
g 5
4 inches Sandy TOPSOIL
"r i
"
•
....... ....
'
'
.. .:...:.. .:...:...:. ..:... :. ..
-
...............................
.. ... ... ..............
... ..
Gray, moist, poorly graded fine to medium SAND (SP) to poorly
graded fine to medium SAND (SP-SM) with silt, very loose to loose
Tan from 1.5 feet
2
Reddish Tan, moist, Silty fine SAND (SM) with clay, loose
25
5
5
Tan, moist, Clayey fine SAND (SC) to Silty Clayey fine SAND (SC-
SM), loose
...:.
Light Tan, moist, poorly graded fine to medium SAND (SP-SM) wish
silt, loose
It?.�:{:
"r
20
4
Boring terminated at 10 ft.
15
15
6
10
20
5
5
0
30
10
-5
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
1
I
1
I
PAGE 1 of 1 Standard Penetration Tests were performed in the field in ,general accordance with ASTM D 1566.

0
a
0
GETPROJECT:
I
Cmuchn'sol •F.nc'+omnenrd•hclr,R
BORING LOG
CrBR-3
MP Company Operations Complex
CLIENT: Ivey Architectural Innovations, PC
PROJECT LOCATION: Camp LeJeune North Carolina PROJECT NO.: EC08-298G
BORING LOCATION: See Attached Boring Location Plan _ SURFACE ELEVATION: 26.5' MSL
DRILLER: Fishbume Drilling, Inc. LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rota wash DATE: 9-3-08
DEPTH TO WATER- INITIAL*: $ _ AFTER 24 HOURS: 45� CAVING> -C-
r-
m
2
0 �
O E
m �
Description
�
E z°
E >
E
r
m :
o CA
m a
Z
o
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
accordance
with
ASTM
D
10.1
1586.
4 inches Sandy TOPSOIL
i- `1-
.F
0:rL
.i;lrc r
:
�
' '
:...:... . ... : ... : .
.,,..... ....................
.
_
•
,
.....::::......: .
.. ..... .. ..
..
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
138 =Bulk Sample
Light Gray, moist, poorly graded fine to medium SAND (SP) to poorl
graded tine to medium SAND (SP-SM) with silt, very loose to loose
Tan from 1.5 feet
Light Tan from 3.5 feet
Tan, moist, Silty fine SAND (SM) with clay, loose
zo
Tan -Gray, moist, Clayey fine SAND (SC), loose
Light Tan, moist, poorly graded fine to medium SAND (SP-SM) with
silt, loose
I r t}
1a:cr
7:I: t t
10
4
Boring terminated at 10 ft.
indicative of thestalic armindwatprI.
Standard Penetration Tests were performed In the field in
.general
15
15
10
5
zo
25
10
.10
1 of
1
Notes:
•rreadinamaynot
PAGE

6
GETPROJECT:
ca .e1•��� m�•1,,:rRf
BORING LOG
C BR-4
MP Company Operations Complex
CLIENT: Ivey Architectural Innovations PC
PROJECT LOCATION: Camp LeJeune, North Carolina _ PROJECT NO.: EC08-298G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 27' MSL
DRILLER: Fishbume Drilling, Inc. LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rota wash DATE: 9-3-08
DEPTH TO WATER - INITIAL*: Q� AFTER 24 HOURS: T CAVING> -L
o
m J
Q
a m
©�
Description
c
Q
E
t�
�,
a o
Eo Z
cn
Q
Ea
Sato
Q °'
m I—
`D
m n
�a
z
v
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content 4•
N-Value -
10 20 30 40 50 60 70
4
0
98
25
12 inches Sandy TOPSOIL
:.
...............................
:...:. .:...:...:...:...:...
..
., .. ... ... .. .... .
..
Tan, moist, poorly graded fine to medium SAND (SP) to poorly
graded ftne to medium SAND (SP-SM) with silt, very loose to loose
Light Tan from 7 feet
m: is i
'-' "'
tiAl:
t :r g
iu L
rr.ri
20
a
10
Tan, moist, Silty fine SAND (SM) with clay, loose
Boring terminated at 10 ft.
14
6
24
5
6
5
4
34
10
5
35
-74
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
1
I
1
0
PAGE 9 of 1 Standard Penetration Tests were performed in the field in ,general accordance with ASTM D 1586.

1
APPENDIX III -
GENERALIZED SOIL PROFILE

FIV'A7704 LV FEET
1 R N R 12 o
u
N
00
0
w
0
z
F-
U
W
O
a
U)
a
c
m
m
a
v v
a c
m � b a+
A U
T
p L m
m r a
1339A7NOIJY,t373

£LENTION
IN FEET
cr-
pp
Z Ld
o cm
O
w°f1�,
w
E
G � m crs
G
-o U
roa
Of 011
IL
--
>>• -
o w} 0o 0
�, U
r/� N mLA
J z W
U �0 a
z
w
Z U F-
CD W
o
�i u
m
Z
E
Z
K
V
N Ni
E
z
z
z z
O
1I
G
m
�
il.
U
�D m
Z z r
�n nn
Nn rsm inn
II
ra
N
a
�
m
R
T
8
p
N
Z3.�dlv'11d0f.CY,i�73

I.
I
I
I
1
APPENDIX IV -
SUMMARY OF CBR TEST DATA

SUMMARY 4F CBR TEST DATA
Sample
CBR-1
CBR-2
CBR-3
CBR-4
Number
Sample Depth
0.75- to
0.5- to
0.5- to
1- to
(ft.)
2-feet
2-feet
2-feet
2.5-feet
Unified Soil
Classification
SP-SM
SP-SM
SP-SM
SP-SM
Symbol
AASHTO
Classification
A-3
A-3
A-3
A-3
Symbol
Natural
Moisture
7.9
6.6
8.6
10.0
Content
Atterberg
Limits
NP
NP
NP
NP
LUPUPI
% Passing
8.1
10.4
9.8
10.4
#200 Sieve
Maximum Dry
100.3
100.2
105.2
101.6
Density, pcf
Optimum
Moisture %
16.6
15.5
13.5
15.3
Soaked CBR
17.3
19.6
17.0
16.3
Value
Unsoaked CBR
20.0
18.4
19.8
19.9
Value
Resiliency
3.0
3.0
3.0
3.0
Factor
Swell %
0.00
0.00
0.00
0.00
Project: MP Company_ Operations Complex
Project No: EC08-298G
Client: Ivey Architectural Innovations, PC
Date: September 22,_2008

MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
103
ZAV for
Sp.G. _
2,65
101
99
U
i
Q
T
C
N
a
�I
97
I
95
93
8.5 11.0 13.5 16.0 18.5 21.0 23.5
Water content, %
Test specification: ASTM D 698-00a Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp•G.
LL
Pi
% >
No.4
% <
No.200
USCS
AASHTO
0.75 to 2
feet
SP-SM
A-3
7.9
NP
NP
0.0
9.1
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 100.3 pcf
Optimum moisture = 16.6 %
Tan -Gray, Poorly graded SAND with silt (SP-
SM)
Project No. EC08-298G Client: Ivey Architectural Imovations, PC
Project: MP Company Operations Complex
• Location; C13R-I
Remarks:
C13R # h
Soaked C13R Value =17.3
Resiliency Factor = 3.0
Figure
GET SOLUTIONS, INC.
Elizabeth City, North Carolina
1
G
1
r�

r
m
U
x
d
C�
E
0
U
y
0
wLw,
W
Q
O
a
c
ca
o.
E
0
U
0 N Nto
O
(isd) ssaajS r
0
uO
N
O
0
0
a
0
Ln
0
0

MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
ZAV for
102
Sp.G. _
2.65
i
100
44
�
�
U 98
I
:N
a�
�
96
94
-44
92
11 13 15 17 19 21 23
Water content, %
Test specification: ASTM D 698-00a Method A Standard
Elegy!
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
% >
No.4
% <
No.200
USCS
AASHTO
0.5 to 2
feet
SP-SM
A-3
6.6
NP
NP
0.0
10.4
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 100.2 pcf
Optimum moisture = 15.5 %
Gray - Tan Poorly graded SAND with silt (SP-
SM)
Project No. EC08-298G Client: Ivey Architectural Innovations, PC
Project: MP Company Operations Complex
Location: CBR-2
Remarks:
CBR #2
Soaked C13R Value = 19.6
Resiliency Factor = 3.0
Figure
GET SOLUTIONS, INC.
Elizabeth City, North Carolina
a
I
1

.0
fb
t
Y
L LO o LO
cr1 N N r �
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MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
115
110
U 105
a
a
�
1
I
c
m
a
100
95
ZAV for
90
2.65
2.65
4 9 14 19 24 29 34
Water content, %
Test specification:
E1ev/
Depth
Classification
Nat.
Moist.
Sp'G.
ILL
PI
% a
No.4
% <
No.200
—1
USCS
AASHTO
0.5 to 2
feet
SP-SM
A-3
8.6
NP
NP
0.0
9.8
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 105.2 pef
Optimum moisture = 13.5 %
Light Gray -Tan Poorly graded SAND with silt
{SI'-SM)
Project No. EC08-298G Client: Ivey Architectural Innovations, PC
Project: MP Company Operations Complex
• Location: C13R-3
Remarks:.
C13R #3
Soaked CBR Value = 17.0
Resiliency Factor = 3.0
Figure_
GET SOLUTIONS, INC.
Elizabeth City, North Carolina
1
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9
A
1
1
1
1
1
1
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1
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!
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Q
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C
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f
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7.5 10.0 12.5 15.0 17.5 20.0 22.5
Water content, %
Test specification: ASTM D G98-00a Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
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ILL
PI
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No.4
% a
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USCS
AASNTO
l to 2.5
feet
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A-3
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NP
Nil
0.0
10.4
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 101.6 pef
Optimum moisture = IS. I %
Tan Poorly graded SAND with silt (SP-SM)
Project No. ECOS-298G Client: Ivey Architectural Innovations, PC
Project: MP Company Operations Complex
• Location: CBR-4
Remarks:
C13R 44
Soaked Cl3R Value = 16.3
Resiliency Factor= 3.0
Figure
GET SOLUTIONS, INC.
Elizabeth City, North Carolina
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APPENDIX VI -
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
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Virginia Beach Office Williamsburg Office Elizabeth City Office
204 Grayson Road 1592 Penniman Rd. Suite L 504 East Elizabeth St. Suite 2
Virginia peach, VA 23462 Williamsburg, Virginia 23185 Elizabeth City, NC 17909
Grorerknfnl•Lnn�nnn,en�t•Tesi7nR [phone] [phone] [phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Standard Penetration Test (SPT,). N-value
Standard Penetration Tests (SPT) were performed in the field in general accordance with ASTM D'1586. The soil samples were obtained with a
standard 1.4" LD., 2" O.D., 30" long split -spoon sampler. The sampler wvs driven with hlow.s of a 140 lb, hammer falling 30 inches. The number of
blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
boring logs, The sum of the second and third penetration increments is termed the SPT N-value.
NON COHESIVE SOILS
SILT, SAND, GRAVELand Combinations
Relative Density
Very Loose
4 blows/ft. or less
Loose
5 to 10 blows/fL
Medium Dense
11 to 30 blows/ft.
Dense
31 to 50 blows/ft.
Very Dense
51 blows/ft. or more
Particle
Size Identification
Boulders
8 inch diameter
or mare
Cobbles
3 to 8 inch diameter
Gravel
Coarse
1 to 3 inch diameter
Medium
1/2to 1 inch diameter
Pine
1/4 to 1/2 inch diameter
Sand
Coarse
2.00 mm to 114 inch
(diameter of pencil lead)
Medium
0.42 to 2.00 men
(diameter of broom straw)
Fine
0.074 to 0.42 mm
(diameter ol'human hair)
Silt
0.002 to 0.074 mm
(cannot see particles)
CL&SSIFICATION SYMBOLS (ASTM D 2487 and D 2488)
Coarse Grained Soils
More than 50% retained on No. 200 sieve
GW - Well -graded Gravel
GP - Poorly graded Gravel
GW-GM - Well -graded Gravel w/Silt
GW-GC -\Nell-graded Gravel w/Clay
GP -GM - Poorly graded Gravel w/Silt
GP -GC - Poorly graded Gravel w/Clay
GM - Silty Gravel
GC - Clayey Gravel
GC -GM - Silty, Clayey Gravel
SW - Nell -graded Sand
SP - Poorly graded Sand
SW-SM - Nell -graded Sand w/Silt
SW -SC - Well -graded Sand w/Clay
SP-SM - Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand tivlClay
SM - Silty Sand
SC - Clayey Sand
SC-SM - Silty, Clayey Sand
Fine -Grained Soils
50%or mom passes the No 200 sieve
CL - bean Clay
CL-ML - Silty Clay
ML - Silt
OL - Organic Clay/Silt
Liquid Limit 504b or greater
CH - Fat Clay
MH - Elastic Silt
OH - Organic ClayiSih
Highly Organic Soils
PT - feat
COHESIVE SOILS
(CLAY, SILT and Combinations)
CQasistcncy
Very Soft
2 blows/ft, or less
Soft
3 to 4 blows/ft.
Medium Stiff
5 to 8 blovvs./ft,
Stiff
9 to 15 blow%/ft.
Very Stiff
16 to 30 blows/ft.
I lard
31 hlows/ft, or more
Relative
ProPorlions
Descriptive Term
Percent
Trace
0-5
Pew
5-10
Little
15-25
Some
30-45
Mostly
50-100
Strata Changes
In the column "Description" on the boring log, the horizontal
lines represent approximate strata changes.
Groundwater Readings
Groundwater conditions will vary with environmental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
man-made influences, such as ekisting swales, drainage
ponds, underdrains and areas of covered soil (paved parking
lots, side walls, etc.),
Depending on percentage of fines (fraction smaller than No.
200 sieve size), coarse -grained soils are classified as follows:
Less than 5 percent GW, GP, SW'SP
More than 12 percent CM, GC, SM, SC
5 to 12 percent Borderline cases requiring dual
symbols
Plasticity Chart
60
50
a
w 40
c
rz 30
U 20
10
0
CH
CL
ML&OL
Pago 1 of 1
GET RevIsion 12/12107
0 10 20 30 40 50 60 70 80 90 100
LIQUID LIMIT (LL) t%)