20100251 Ver 1_More Info Received_20100709

WITHERS & RAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
July 6, 2010
Mr. Ian McMillan
NC Division of Water Quality
401 Oversight/Express Review Permitting Unit
2321 Crabtree Blvd
Suite 250
Raleigh, NC 27604
Re: Brightwater Medical Complex
DWQ Project # 10-0251
Mr. McMillan:
JUL g 2010
uemDEa+?WA?QUAUTy
YWATER BRANCH
This letter is in response to your Request For More Information Letter, dated April 9,
2010 for the Brightwater Medical Complex project.
The responses to the items listed in your letter are provided below.
1. Please provide a location/most recent bound and published county soil
survey/USGS 1:24,000 topographic map for the project.
Copies of the USGS topographic map and Harnett County Soil Survey with the
location of the project identified have been provided as Appendix 1 to this letter.
2. Please re-submit your site plans on full plan sheets at a scale of no smaller than
1"=50' with topographic contours shown.
Site plans at 1:50 scale has been provided as an attachment to this letter.
3. Please provide cross section details showing the provisions for aquatic life
passage.
Cross section details of all proposed culvert crossings and bottomless culvert
crossings were provided on the Impact Maps submitted with the original application.
Enclosed with this application are 11 x 17 copies of the Impact Maps that have been
revised to provide additional notations for the impact areas (see Appendix 2).
Specifically, the cross section details of the culvert and bottomless culvert crossings
are located on:
• Phase I Impact Map -Area "Al" (Sheet 2 of the Impact Maps)
• Phase II Impact Map - Area "B" (Sheet 4 of the Impacts Maps)
• Phase II Impact Map - Area "C" (Sheet 5 of the Impact Maps)
1410 Commonwealth Drive, Suite 1o1 Wilmington, North Carolina 28403 tel: [phone] fax:[phone]
www.withersravenel.com
WITHERS &' RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
• Phase II Impact Map - Area "D" (Sheet 6 of the Impact Maps)
• Phase II Impact Map - Area "E" (Sheet 7 of the Impact Maps)
4. Please provide building envelopes for all lots with wetlands, streams or buffers.
Building envelopes for all lots with wetlands, streams or buffers have been shown on
the attached 1:50 scale Site Plans.
5. Please indicate proposed lot layout as an overlay on the site plan.
The proposed lot layout has been provided as an overlay on the attached 1:50 scale
Site Plans.
6. Please provide a signed and sealed geotechnical report of subsurface soils at the
proposed bottomless culvert location. The report must comply with the Division
of Highways - Guidelines for Drainage Studies and Hydraulic Design, prepared
by A.L. Hankins, Jr., State Hydraulics Engineer - 1999.
There have been two geotechnical reports completed for the project site.
GeoTechnologies, Inc. conducted a subsurface investigation of the entire Brightwater
Medical Complex site. A second geotechnical report was completed by
Trigon/Kleinfelder, Inc. specific to the parcel containing the hospital. Signed and
sealed copies of both reports have been provided as Appendix 3 to this letter. While
geotechnical borings were not conducted at the exact locations of the bottomless
culverts, borings were conducted within the general vicinity of these locations. In the
Trigon/Kleinfelder, Inc. report, boring B-10 is located approximately 80 if from the
proposed bottomless culvert at Impact Area B. The Trigon/Kleinfelder, Inc. report
identified partially weathered rock (PWR) at ±12 feet below ground surface.
GeoTechnologies, Inc. did not conduct a soil boring within ±200 feet of the proposed
bottomless culvert crossing at Impact Area D. However, the GeoTechnologies, Inc.
report identified PWR at elevations ranging from 139.0' for 160.0', with the average
elevation being 149.7'. Boring B-12 was the closest borings to Impact Area D and
identified PWR at elevation 160.0'. The natural ground elevation at the proposed
bottomless culvert in Impact Area D is approximately 172.0'. By extrapolating the
approximately elevation of PWR found at boring B-12 to Impact Area D, the
approximate depth to PWR at Impact Area D was determined to be ±12.0' below
ground surface.
The project engineer believes that the information obtained from the borings
completed in the proximity of the bottomless culvert crossings is sufficient for design
1410 Commonwealth Drive, Suite 1o1 Wilmington, North Carolina 28403 tel: [phone] fax:[phone]
www.withersravenel.com
WITHERS &- RAVENEL
ENGINEERS I PLANNERS 1 SURVEYORS
of these crossings. Therefore, no additional geotechnical work was completed at the
bottomless culvert crossings.
7. Please locate any planned sewer lines on the site plan.
The proposed sewer line locations have been shown on the attached 1:50 scale Site
Plans.
8. Please indicate all proposed stream or wetland driveway crossings on your plan
sheet (including future proposed).
The proposed stream and wetland driveway crossings were identified on the Wetland
Impact Maps submitted with the original application and have been identified on the
attached 1:50 scale Site Plans.
9. Please indicate all stream impacts including all fill slopes, dissipaters, and bank
stabilization on the site plan.
The proposed stream impacts were identified on the Wetland Impact Maps submitted
with the original application and has been shown on the attached 1:50 scale Site Plan.
Also enclosed with this application are 11x17 copies of the Impact Maps that have
been revised to provide additional notations for the impact areas (Appendix 2).
10. Please indicate all wetland impacts including fill slopes on the site plan.
All proposed wetland impacts were identified on the Wetland Impact Maps submitted
with the original application and have been shown on the enclosed 1:50 scale Site
Plan. Also enclosed with this application are 11x17 copies of the Impact Maps that
have been revised to provide additional notations for the impact areas (Appendix 2).
11. Please locate all isolated or non-isolated wetlands, streams, and other waters of
the State as overlays on the site plan.
All jurisdictional streams, wetlands and other waters of the state have been shown as
overlays on the attached 1:50 scale site plans. There are no isolated wetlands within
the project. There is an old farm pond within the site which was determined to be
excavated entirely in uplands and was deemed not subject to Clean Water Act
jurisdiction by Ronnie Smith with the Corps of Engineers. An email from Ronnie
Smith documenting the jurisdictional status of the onsite pond has been provided as
Appendix 4.
1410 Commonwealth Drive, Suite ioi Wilmington, North Carolina 28403 tel: [phone] fax:[phone]
www.withersravenet.com
WITHERS & RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
12. In Section E2 (2a), please be more specific regarding the amount of impervious
area this project will produce.
Section E2 (2a) on Page 10 of the PCN form has been revised as requested and is
enclosed as Appendix 5 to this letter.
13. In Section Fl (lb), please select only one box indicating whether an environment
document is required.
The Brightwater Medical Complex will not require environment documentation.
Section F1 (lb) on Page 11 of the PCN has been revised as requested and is enclosed
as Appendix 6 to this letter.
14. Please provide a master plan at a scale of 1"=50' with topographic contour lines,
clearly noting the proposed impact areas.
The enclosed 1:50 scale site plan includes the topographic contour lines and clearly
identifies the proposed impact areas.
Please feel free to call me if you have any questions.
Sincerely,

Troy Beasley
Environmental Scientist
1410 Commonwealth Drive, Suite ioi Wilmington, North Carolina 28403 tel: [phone] fax:[phone]
www.withersravenel.com
APPENDIX I
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BRIGHTWATER MEDICAL COMPLEX SOILS MAP WITHER8 RAVENEL
9041MEEKS 1 PLANNERS I SURVEYORS
LILLINGTON HARNETT COUNTY North I ,olh a

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APPENDIX 3
Y
Report of
Preliminary Geotechnical Exploration
Harnett Health System Hospital Site
Lillington, North Carolina
Prepared For:
Mr. Mike Jones
Harnett Health System (HHS)
800 Tilghman Drive
Dunn, North Carolina 28335
Prepared By:
Trigon I Kleinfelder, Inc.
3500 Gateway Centre Blvd. Suite 200
Morrisville, NC 27560
Trigon I Kleinfelder Project No. 101535
March 30, 2009
Copyright 2008 Trigon I Kleinfelder, Inc.
All Rights Reserved
UNAUTHORIZED USE OF THIS DOCUMENT IS STRICTLY PROHIBITED BY
ANYONE OTHER THAN THE CLIENT FOR THE SPECIFIC PROJECT.
r
3500 Gateway Centre Blvd., Suite 200 • Morrisville, NC 27560 • p 919.755.5011 • f 919.755.1414
Harnett Health System (HHS) March 30, 2009
800 Tilghman Drive
Dunn, North Carolina 28335
Attn: Mr. Mike Jones
Re: Report of Preliminary Geotechnical Exploration
Harnett Health System Hospital Site
Lillington, North Carolina
Trigon I Kleinfelder Project No. 101535
Dear Mr. Jones:
Trigon Kleinfelder, Inc. has completed the preliminary subsurface exploration and geotechnical
evaluation for the above referenced project in general accordance with our Proposal No.
RAL09P006, dated January 19, 2009, and the subsequently executed Master Services
Agreement dated February 2, 2009.
These recommendations are presented on the basis of our understanding of the project as
described herein and through the application of generally accepted soil and foundation engineering
practices. No other warranties, expressed or implied, are made or offered. Should there be any
changes in the scope of the project, as stated herein, we should be notified so that we may review
these changes and modify our recommendations, if required.
Trigon I Kleinfelder, Inc. appreciates the opportunity to provide Geotechnical Engineering services
to Harnett Health System (HHS) and looks forward to working with you during future additional
subsurface explorations at the site and the construction phase of this project. Should you have any
questions or comments regarding this report, please do not hesitate to contact our office.
Respectfully submitted,
TRIGON KLEINFELDER,
SEA
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P207 3
w 09
Christopher V. Norville, E. app@t,r? i Dana J. Go fight, P.G.
Senior Geotechnical Engineer' Project Ge ogist
Cc: Ms. Valoree Eikinas - Mulkey Engineers and Consultants, Inc.
Mr. Sean Murphy - Perkins + Will
J:\Share\RAL\ 0310_Geo\Projects\2009\101535 - Hamet Health System Hospital\Reports\Report 101535

Harnett Health System (HHS) Thgon I K/einfelder Project No. 101535
Harnett Health System Hospital Site; Lillington, NC March 30, 2009
TABLE OF CONTENTS
Transmittal Letter ..........................................................................................................................i
Table of Contents ......................................................................................................................... ii
1.0 PROJECT DESCRIPTION ...............................................................................................1
2.0 SCOPE OF INVESTIGATION ..........................................................................................1
2.1 Field Exploration ............................... .......................................................................2
2.2 Laboratory Testing ............................ .......................................................................3
3.0 SITE AND SUBSURFACE CONDITIONS .......................................................................4
3.1 Site Conditions .................................. .......................................................................4
3.2 Site Geology ...................................... .......................................................................4
3.3 Subsurface Conditions ...................... .......................................................................5
3.4 Groundwater Conditions ................... .......................................................................7
4.0 PRELIMINARY RECOMMENDATIONS ..........................................................................7
4.1 Gene ral .................................................................................................................. ..7
4.2 Preliminary Design Recommendations .................................................................. ..9
4.2.1 Foundation Support ..................................................................................... ..9
4.2.2 Slabs-on-Grade ........................................................................................... 12
4.2.3 Seismic Site Classification ........................................................................... 13
4.2.4 Lateral Earth Pressures ............................................................................... 13
4.2.5 Cut and Fill S lopes ....................................................................................... 14
4.2.6 Pavements & Subgrades ............................................................................. 14
4.3 Preliminary Construction Recommendations ......................................................... 17
4.3.1 Site Preparation ........................................................................................... 17
4.3.2 Groundwater Management .......................................................................... 19
4.3.3 Fill Material and Placement ......................................................................... 20
4.3.4 Excavation Conditions ................................................................................. 22
4.3.5 Foundation Construction .............................................................................. 22
4.3.6 Construction Monitoring ............................................................................... 23
5.0 CLOSURE ......................................................................................................................23
APPENDIX
Figure 1: Site Vicinity Map
Figure 2: Boring Location Diagram
Figures 3a, 3b, 3c, 3d, 3e, 3f, and 3g: Subsurface Profiles
Site Photographs
Test Boring Logs
Moisture-Density Relationship Test Sheets
Key to Test Boring Logs
Soil Classification Chart
TNGON KLONFEWER, INC.
Page ii
Y
s ?
Hamett Health System (HHS) Trigon I Kleinfelder Project No. 101535
Hamett Health System Hospital Site; Lillington, NC March 30, 2009
REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION
Harnett Health System Hospital Site
Lillington, North Carolina
Trigon I Kleinfelder Project No. 101535
1.0 PROJECT DESCRIPTION
The site of the proposed New Harnett Health System Hospital is located northwest of the
intersection of West Cornelius Harnett Boulevard (US HWY 401) and North Main Street (HWY 210)
within the Brightwater Campus in Lillington, North Carolina. Refer to the Site Vicinity Map (Figure 1)
in the Appendix for the approximate site location. Based on preliminary site layout plans and
information provided by the Project Architect (Perkins + Will) and Project Structural Engineer
(Mulkey Engineers & Consultants), the proposed project will include construction of a new multi-
story, full-service hospital for Harnett Health System that will initially include fifty (50) private
inpatient medical surgical beds, emergency department, surgical services, imaging, laboratory, and
ancillary support departments. Currently the project is in the conceptual design stage, with only
preliminary details available. Initially the hospital will be comprised of approximately two (2) stories,
but the design will accommodate future vertical and horizontal expansion. It is anticipated that the
final hospital height will not exceed five (5) stories. In addition, the site will accommodate a future
build-out of a 150-bed hospital and medical office building. At the time of this preliminary
geotechnical investigation, building and pavement area layouts, building finished floor elevations
(FFE), and anticipated maximum foundation loads were not available for our use or to aid us in our
Geotechnical engineering evaluation.
2.0 SCOPE OF INVESTIGATION
The purpose of this preliminary subsurface exploration was to explore the general subsurface
conditions in selected portions of the site where new construction may possibly occur, and to
evaluate those conditions with regard to the preliminary design and construction of foundations,
slabs-on-grade, below-grade walls, and pavement subgrades. The following scope of field and
laboratory testing was performed for this project.
TRIGON I KLEINFELDER, INc. Page 1

Hamett Health System (HHS) Trigon I Kleinfelder Project No. 101535
Hamett Health System Hospital Site; Lillington, NC March 30, 2009
2.1 FIELD EXPLORATION
The field exploration for this project consisted of sixty-two (62) soi I test borings across the site at
locations specified by project designers. In the central portion of the site, the borings were
generally spaced on approximately 100-feet grid spacing. Larger spacing occurs between
borings located on the far north and south ends of the site. The soil test borings were
designated as B-1 through B-62. See the Boring Location Diagram (Figure 2) located in the
Appendix for the approximate boring locations.
Mulkey Engineers and Consultants, Inc. provided a site layout sketch indicating the number and
location of the borings to be performed for this subsurface exploration. Our personnel
determined the depths for the borings based on our subsurface exploration for the nearby
Harnett County Agricultural Center in 2004, the regional geological setting, and anticipated
depths to weathered rock materials. Our personnel established the boring locations in the field
utilizing a scalable site drawing provided to us, estimating right angles, and measuring
distances. Top-of-boring elevations were estimated by interpolating between contour lines
shown on a topographic map of the site, provided by Mulkey Engineers on March 4, 2009.
The soil test borings were performed during the period of February 2 through February 25, 2009
utilizing a CME 55 ATV-mounted drilling rig. Soil sampling and penetration testing for the soil test
borings were performed in general accordance with ASTM D 1586-67. The borings were advanced
with hollow-stem, continuous flight augers. Soil samples were obtained within the borings at
standard intervals, with a standard 1.4-inch I.D., 2-inch O.D., split-tube sampler. The sampler was
first seated six (6) inches to penetrate any loose cuttings, and then driven an additional foot with
blows of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive
the sampler the final foot was recorded and is designated the "Standard Penetration Test" result (N-
Value). The Standard Penetration Test, when properly evaluated, is an index to soil strength,
density, and ability to support foundations. Several composite bulk soil samples were collected
from the upper 10 feet of soils encountered in areas of higher relative elevation where earthwork cut
is likely, and where the soils may be a potential on-site source for structural fill. Groundwater
measurements were made in each boring at the time-of-boring and again after at least 24-hours.
PVC temporary piezometers were installed in ten (10) boring locations in order to provide a means
of measuring groundwater levels across the site on future dates. These temporary piezometers
were left in-place so that water level measurements may be obtained throughout the
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preconstruction period and up to the construction period, if necessary. Up-to-date water
measurements may be particularly useful in the event that excessively dry or wet conditions ensue
between the times of our preliminary subsurface exploration, any subsequent follow-up explorations
that may be necessary, the design phase, and the construction phase.
Upon completion of the boring program, all samples recovered therein were returned to our soils
and materials testing laboratory, where they were visually-manually examined by Geotechnical
personnel and placed in groups of like materials. A laboratory log of each boring has been
prepared based upon the driller's field log, laboratory test results, and Geotechnical personnel's
visual-manual classification. Test boring logs are included in the Appendix. Indicated on each
log are the primary strata encountered, the approximate depth and elevation of each stratum
change, Standard Penetration Test results, select laboratory test results, and measured
groundwater conditions. The lines designating the interfaces between various strata are
approximate, and the transition between strata may be gradual in both the vertical and
horizontal directions.
2.2 LABORATORY TESTING
All soil samples collected from the site were visually-manually classified by our Geotechnical
personnel in general accordance with the Unified Soil Classification System (USCS). The USCS
classifications are included on the boring logs. Additionally, selected soil samples collected from
the site were subjected to routine index property testing to establish some of their engineering
characteristics. The index property testing performed for this project consisted of one-hundred
and three (103) natural moisture content determinations, four (4) Atterberg limits plasticity tests,
four (4) percent fines gradation tests, and four (4) standard Proctor moisture/density relationship
tests. The laboratory test results are presented in the Appendix.
? The moisture content is the ratio, expressed as a percentage, of the weight of water in a
given mass of soil to the weight of the solid particles. This test was conducted in general
accordance with ASTM D2216.
? Atterberg Limits testing is performed to determine a soil's plasticity characteristics. The
Plasticity Index (PI) is representative of this characteristic and is bracketed by the Liquid
Limit (LL) and the Plastic Limit (PL). The Liquid Limit is the moisture content at which the
soil will flow as a heavy viscous fluid and the Plastic Limit is the moisture content at which
the soil begins to lose its plasticity. The testing was conducted in general accordance with
ASTM D4318.
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? In the percent fines test, the soil sample is dried and then washed over a standard No. 200
sieve. The percentage of soil, by weight, passing the sieve is the percentage of fines or
portion of the sample in the silt and clay size range. This test was conducted in general ac-
cordance with ASTM D1140.
? Representative bulk samples of the near surface on-site soils were obtained from auger cuttings
in potential "cut' areas that were generally at relatively higher elevations across the site.
Standard Proctor Compaction Testing (ASTM D698) was performed on four (4) selected bulk
soil samples to determine their compaction characteristics, including maximum dry density and
optimum moisture content.
3.0 SITE and SUBSURFACE CONDITIONS
3.1 SITE CONDITIONS
The property currently consists of heavily wooded and open agricultural fields. The investigated
portion of the site is roughly equally divided between open fields and wooded areas. A 100-feet
wide Progress Energy power line easement is located in the northern portion of the site, trending
northwest-southeast. A number of deteriorating house, barn, and storage structures were observed
within the wooded portions of the site. A series of cleared paths are located through the wooded
portions of the site, connecting the agricultural fields. No crops were visible in the open fields at the
time of our subsurface exploration. Topographically the site is sloping down to the south-southwest.
A drainage swale and creek run along the western border of the investigated portion of the site.
According to the Harnett County topographic map of the site provided by Mulkey Engineers, the site
has a high elevation of approximately 212 feet near the northeast corner, and a low elevation of
approximately 172 feet near the southern end. Refer to the Site Photographs and Figure 2.
3.2 SITE GEOLOGY
According to the Geologic Map of North Carolina (1985), the project site is located near the
boundary between the Piedmont and Coastal Plain Physiographic Provinces of North Carolina. In
this region, a thin layer of Coastal Plain sediments (Terrace Deposits and Upland Sediment - Tt)
often overlies the weathered rock and residual soils derived from Piedmont intrusive and
metamorphic rocks of the Raleigh Belt (CZph). These terrace deposits are remnants of water-
deposited sediments which accumulated when the Atlantic Ocean margin was further inland and
river drainage systems were configured differently than at present. Erosion processes have thinned
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or completely removed the Coastal Plain deposits in many areas, but variably thick layers of these
sedimentary units remain in the site vicinity. The terrace deposits at the site are typically comprised
of gravel, clayey sand and sand. Other Coastal Plains sedimentary units in this region include
sands, sandstones, and mudstones of the Middendorf Formation (Km). At shallow depths
underlying the Coastal Plain deposits, metamorphic rock of the Raleigh belt is typically encountered
in this region. The metamorphic rock in this area is typically phyllite and schist (CZph). The soils
immediately above the rock materials at the site originate from the physical and chemical
weathering of the parent bedrock and are commonly referred to as residual soils. Most of the
residual soils at the site generally consist of sandy silts that have been derived from the phyllite
occurring in this region.
3.3 SUBSURFACE CONDITIONS
The borings performed at this site represent the subsurface conditions at the location of the borings
only, and at the time the soil sampling and testing was performed. The generalized subsurface
conditions as interpolated from our borings are described below. For descriptions, SPT results,
select laboratory test results, and stratification at a particular boring location, the respective
Boring Log or Subsurface Profiles (Figures 3a-3g) located in the Appendix, should be reviewed.
Subsurface conditions between boring locations or elsewhere on the site may vary, and
subsurface anomalies may exist between boring locations, and were not detected by the limited
number of borings.
Surface Materials (Cultivated Soils and Topsoil)
All of the borings located in the open field areas of the site encountered cultivated soils at the
ground surface extending to depths ranging from approximately 7 to 15 inches. Cultivated soils
are soils that have been disturbed by plowing and contain variable amounts of organics from the
agricultural processes occurring in these areas. The remainder of the borings encountered
topsoil at the ground surface. Topsoil typically extended from the ground surface to depths of
approximately 5 to 12 inches. The topsoil was a mixture of sand, silt, clay and varying amounts
of organic materials.
Coastal Plain Materials (Terrace Deposit Soils)
Below the surficial materials in all of the borings performed at the site, with the exception of
boring B-1, Coastal Plain Materials (terrace deposit soils) were encountered to depths up to 25
feet below the existing ground surface. The terrace deposit soils extended to the top of residual
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soils or partially weathered rock (PWR) in most borings. However, at borings B-13, B-40, B-42,
and B-48, residual soils or PWR were not encountered to the depths explored, and the borings
terminated in Coastal Plain Materials. The Coastal Plain "terrace deposits" are believed to be
derived primarily from fluvial (river) sediments, which were deposited along flat platforms
(floodplains) by river action or possibly the Atlantic Ocean when sea levels were higher and the
river and coastline configuration was different from the present. The Coastal Plain terrace
deposit soils consisted of silty sand (SM), clayey sand (SC), silty clay (CL), clayey gravel (GC),
and sandy silt (ML). In a number of the borings, a layer of abundant sandy clayey gravel or sub-
rounded pebbles occurred just above the Coastal Plain Material/residual soil interface. SPT N-
values in the Coastal Plain Materials ranged from 2 to 73 blows per foot (bpf), but were
generally in the range of 10 to 35 bpf. The lowest N-values were generally within the upper 3
feet of soil. The Coastal Plains soils exhibited natural (in-situ) moisture contents ranging from 7
to 27 percent in the sands /gravels and 15 to 31 percent in the sil is/clays.
Residual Soils
Residual soils were encountered underlying the Coastal Plain Materials (terrace deposit soils) in
the majority of the borings. At boring B-1, residual soil was encountered directly below the
topsoil. In a number of borings, Coastal Plain soils directly overlie partially weathered rock
(PWR) with no transitional zone of residual soil in between (see borings B-2, B-5, B-14, B-17, 13-
19, B-20, B-21, B-23, B-24, B-27, B-28, B-31, B-34, B-35, B-37, B-38, B41, B-43, B-46, B-51,
B-53, and B-60). The residual soils, where encountered, extended to the boring termination
depths of 20 to 30 feet below the ground surface, or to the top of partially weathered rock at
depths of 5.5 to 25 feet below the existing ground surface. In a number of borings, after
encountering PWR, the material reverted back to a layer of hard to very hard sandy silt (ML)
residual material (see borings B-10, B-15, B-20, B-21, B-27, and B-34). Residual soils are soils
that have been formed in-place as a result of the physical and chemical weathering of the
underlying parent rock materials. The residual soils at this site consisted primarily of sandy
clayey silts and sandy silts (ML). SPT N-values in the residual soils ranged from 7 to 81 blows
per foot (bpf), but were generally within the range of 20 to 60 bpf. The residual soils exhibited
highly variable natural (in-situ) moisture contents ranging from 10 to 55 percent.
Partially Weathered Rock
Partially weathered rock (PWR) was generally encountered underlying the residual soils in the
majority of the borings at the site, and directly beneath the Coastal Plain Materials in some
borings. Partially weathered rock was encountered at depths ranging from 5.5 to 29 feet below
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the existing ground surface (approximately elevations 186 to 160 feet), and generally extended
to at least the boring termination depths of 18.6 to 49.0 feet below the existing ground surface
(approximately elevations 184 to 144 feet). PWR is residual material that can usually be
penetrated by power drilling techniques, but yields SPT N-values in excess of 100 bpf. In a residual
soil profile, PWR typically represents the transition zone between the overlying completely
weathered residual soils, and the underlying less weathered or unweathered hard rock. SPT N-
values for the PWR encountered at the site ranged from 50/.5 bpf to 50/1 bpf.
Hard Rock
Hard rock (HR), typically defined as residual material that cannot be penetrated significantly by
powered augers, was not encountered to the depths explored in any of the borings.
3.4 GROUNDWATER CONDITIONS
Groundwater was encountered in all but one of the soil test borings (boring B-40). Measured
groundwater levels ranged from approximately 2 to 15 feet below the existing ground surface,
corresponding to groundwater elevations ranging from 197 to 169 feet across the site. It should be
noted that fluctuation in groundwater levels at this site will occur with climatic and seasonal
variations. Therefore, future groundwater conditions for this site may be somewhat different from
those described in this report, especially during periods of prolonged drought conditions or
extended periods of very wet weather.
4.0 PRELIMINARY RECOMMENDATIONS
4.1 GENERAL
Our preliminary conclusions and recommendations are based on our understanding of the very
limited and preliminary nature of the project as outlined herein and on the data obtained from
our preliminary field and laboratory testing program. In our geotechnical engineering opinion,
the site can be adapted for the proposed development. However, some issues with the site's
surface and subsurface conditions will require special attention and treatment during the design
development phase, construction bidding phase, and construction phase to create a site
suitable for construction of the proposed structures and accompanying infrastructure. In
general terms our preliminary investigation has revealed the following surface and subsurface
conditions that will likely require special attenti on and treatment:
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1. All demolition rubble debris from existing residential, storage, and barn structures
and foundations, etc. in the wooded areas will need to be properly demolished and
removed prior to preparing the site subgrades.
2. Some portions of the site contain abundant near-surface cobbles and boulders
comprised of quartz or other hard-rock materials embedded in the soil. Potential fill
materials derived from excavations in these areas will require the larger diameter
rock fragments to be processed to a size of no more than 2 to 3 inches in any
dimension to be used as subgrade fill. Larger sized cobbles (up to 6 inches) may be
used in deeper fills under parking and driveway areas, or non-structural areas, if
properly placed and compacted.
3. Surficial materials comprised of topsoil or cultivated soils are located at the ground
surface to depths up to 12 inches across the entire site. Some of the cultivated soils
may be suitable for use as backfill; however, this will be dependent upon
observation, testing and approval by experienced Geotechnical personnel to ensure
that excess organic materials do not exist in the proposed fill soils.
4. Very loose to loose, and sometimes wet, Coastal Plain sands occur beneath the
surficial materials across much of the site, typically to a depth of approximately 3
feet. These soils are not considered unsuitable material by origin, but will require
scarification, drying and re-compaction to render them suitably stable for subgrades
or for use as backfill materials.
5. Some loose to very loose (or soft) zones of Coastal Plain sands/silts occur in some
parts of the site at depths below the water table, generally at depths ranging from 10
to 20 feet below existing grades (See borings B-14, B-16, B-24, B-31, B-33, B-35, 13-
46, B-52, and B-56). These loose/soft layers may adversely impact the design of
shallow foundations, depending on the amount of cut in those areas. Due to the
potential for excessive differential settlements, these areas may ultimately require a
deep or intermediate foundation design for some structures at the site depending on
the design loads and building locations /elevations.
6. Shallow groundwater occurs across much of the site, at depths as shallow as 2 feet
below existing grades in some areas. See borings B-10, B-23, B-32, B-42, B-44, 13-
45, B-48, B-49, B-50, B-51, B-56, B-58, B-60, and B-61 for locations where
measured groundwater levels were at depths less than 5 feet below the existing
ground surface.
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Our preliminary conclusions and recommendations are based on our understanding of the very
limited project information available at the time of this report, and on the subsurface data
obtained from our preliminary field and laboratory -testing program. As the project design
progresses, we will require the opportunity to review the design development information and
this subsurface data, to provide modifications, additions, and/or clarifications to these
preliminary recommendations as needed. It is also possible that additional field and laboratory
Geotechnical testing may be required. The need for this will be somewhat dependent upon the
design details, building locations, actual foundation loads, actual foundation bearing elevations,
site layout details, and proposed site el evations for roadways and other infrastructure.
4.2 DESIGN AND CONSTRUCTION CONSIDERATIONS
4.2.1 Foundation Support
Due to the project design only being in the conceptual phase at he time of this preliminary
investigation and report, we cannot yet determine the type of foundation(s) that will be required
for the future structures. To make this determination, we will require more refined design
development information such as proposed building locations, proposed foundation bearing
elevations, and proposed foundation loading conditions. However, it is likely that the future
structures will likely be supported by shallow foundations (spread footings) and/or deep
foundations (caissons). The determination of which option(s) will be used and where, and what
final design bearing pressures, etc. will be utilized will be very dependent upon foundation
settlement evaluations, which cannot be completed with the current limited project information.
Other foundation options may also be available for support of structures on this site, but the
need for such will need to be further evaluated as the desi gn progresses.
Shallow Foundations - Spread Footings
Provided similar soil conditions exist between the boring locations and the site is prepared and
approved by qualified Geotechnical personnel, structures with light to moderately heavy
foundation loads can likely be adequately supported on shallow foundations consisting of
isolated (column) or continuous (wall) spread footings. Shallow foundations should bear on
approved firm to stiff in-place soils, or newly placed controlled structural fill soils overlying the
same. Based on the soil conditions encountered across the site, a net allowable bearing
capacity within the range of to 2,500 to 3,500 pounds per square foot (psf) will likely be
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available for design of the shallow foundations. Future foundation settlement computations
based on actual foundation loads and foundation bearing elevations will most likely control the
final recommended allowable bearing capacity, and if the use of shallow foundations are
feasible.
For calculation of uplift resistance on shallow foundations, a line at 20 degrees from vertical
may be drawn up from the edges of the bottom of footing outward away from the footing to
define the wedge of soil which acts to resist uplift forces. The weight of the footing concrete and
the weight of the wedge of soil that is within the 20 degree line may be used to calculate the
uplift resistance weight. A moist soil unit weight (yw) of 120 pcf can be used to calculate the
weight of the soils. The footings should be sized to provide for a factor of safety of 1.5 against
transient uplift loads.
The recommended maximum bearing capacity range listed above is predicated on confirmation
of suitable bearing grades through testing by our Geotechnical personnel during site preparation
and shallow foundation construction. The recommended maximum bearing capacity range is
further predicated on proper implementation of all recommendations included in this report, in
future Geotechnical report addendums, or recommendations that may be made in the field by
our Geotechnical personnel at the time of construction. Any shallow foundation bearing grades
that are identified as exhibiting insufficient bearing strength should be improved in-place or undercut
and backfilled as recommended by our Geotechnical personnel. The width of the base of any
shallow foundation undercut should be at least as wide as the footing plus the depth of the
undercut. This will facilitate proper distribution of the applied foundation pressures within the new
structural backfill.
Specific recommendations regarding the maximum net allowable bearing capacity and anticipated
foundation settlement estimates should be made after the site layout, building type(s) and
geometry(s), proposed FFE(s), foundation bearing grade(s), and anticipated foundation loads have
been provided for our use in this analysis, and after additional Geotechnical explorations have been
performed at specific locations (if so required). We understand that total foundation settlements of 1
inch or less, and differential settlements of 0.5 inch or less are specified for these structures.
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Deep Foundations - Caissons
Because of the anticipated magnitude of moderately heavy to heavy foundation loads associated
with the proposed 4 to 5 story structures, the sensitivity of these type structures to excessive
differential settlement, and the characteristics/engineering properties of the in-place foundation
soils, our preliminary analyses indicate that if traditional shallow foundations are utilized at this site
to support the most heavily loaded foundations, there is a possibility that excessive total and
differential foundation settlements may occur in some areas. The actual need for deep foundations
will be evaluated once more detailed foundation and building design details are made available for
our review and evaluation. We understand that total foundation settlements of 1 inch or less, and
differential settlements of 0.5 inch or less are specified for these structures.
The more heavily loaded building foundations may be supported by cylindrical drilled shafts
(caissons), drilled to into the underlying partially weathered rock (PWR) by at least 3 feet (or no
less than one caisson diameter of PWR penetration). Caissons at this site may be designed and
proportioned for an allowable end bearing capacity of up to 40 ksf, if bearing in/on competent
PWR. Where more significant uplift or compression loads may occur, the caissons may be
extended further into the PWR to develop additional side friction resistance in both compression
and tension. An allowable side friction resistance of up to 3 ksf may be used to proportion the
diameter and length of caissons designed to resist compression and uplift loading. The
recommended side friction capacity assumes that concrete with a minimum compressive strength
of 4,000 psi and a minimum slump of 6.0 inches will be used to pour the caissons. Due to the
variability in PWR surface elevations across the site, no side friction capacity should be
considered in the design for the soil materials encountered along the caisson lengths above the
PWR surface. Minimum caisson lengths must be at least 1.25 times the caisson diameter.
Caissons should be spaced no closer than 3 diameters (center to center). We estimate that
caissons designed for 40-ksf end bearing and 3 ksf side friction bearing in the PWR at this site,
would undergo a total settlement of approximately 1/2 inch or less, given the anticipated foundation
loads and the type and consistency of PWR.
In order for the caissons to penetrate into the partially weathered rock (PWR) materials a caisson
drill rig similar to the Hughes LLDH having a continuous crowd force of at least 50,000 pounds and
a torque of at least 1,000,000 inch-pounds should be required. We recommend that the rock auger
be used for all drilling, and also be considered standard drilling equipment with no premium cost.
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Earth augers will not be able to penetrate into the PWR materials to attain the recommended
allowable end bearing and si de friction capacities.
The contractor should be prepared to use pneumatic pumps to dewater all caisson excavations
since all caissons will be extended to depths well below the measured groundwater elevation.
Temporary steel casing will be required for all caisson excavations due to the groundwater levels
and to allow for safe cleanout and inspection of the caisson bottoms. The steel casing should
extend into the PWR interface to very near the bottom of the excavation. During removal of the
temporary casing, a sufficient head of concrete must be maintained inside the casing to prevent
sidewall collapse or "necking-in" of the caisson. The casing should not be completely removed prior
to substantial completion of concrete placement. Appropriate air monitoring should occur in each
caisson excavation prior to personnel entering the shaft for cleanout or inspection. Air
monitoring and shaft entry procedures should occur in accordance with OSHA guidelines and
"Recommended Procedures for the Entry of Drilled Shaft Foundation Excavation", published by
the ADSC.
Each caisson should be evaluated and observed by our Geotechnical personnel to determine the
suitability of the end/side bearing materials. A test hole will be required in each caisson to a depth of
1.5 times the caisson diameter (or a maximum of 6 feet) to determine the consistency of the
underlying bearing materials. Our Geotechnical personnel will then evaluate the sides of the test
hole with a hooked probe to detect the presence of weak zones or voids that may exist below the
caisson bearing elevation.
4.2.2 Slabs-on-Grade
The proposed slab-on-grade floor systems can be adequately supported on firm to stiff in-place
soils, or new structural fill soils overlying the same, provided the site preparation and fill
recommendations outlined within this report are implemented. The floor slabs should be struc-
turally isolated from the buildings foundations to allow independent movement. We recommend
that a granular material such as NCDOT No. 57/67 washed stone or compacted NCDOT CABC
stone be placed immediately beneath the floor slabs in a minimum 4-inch thick layer to provide
a capillary barrier and to increase the load distributing capabilities of the floor slab system.
NCDOT No. 57/67 washed stone will provide a much better capillary cutoff than CABC stone,
but compacted CABC stone can provide much better slab-subgrade protection during inclement
weather and periods of precipitation.
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4.2.3 Seismic Site Classification
Based on the requirements and weighted average technique def fined in the current NCB C, along
with the subsurface conditions encountered across the site, we have determined that the site
will be classified as Site Class C.
4.2.4 Lateral Earth Pressures
The lateral earth pressure design guidelines presented herein are intended for the design and
construction of cast-in-place reinforced concrete retaining walls. The design parameters
presented in this report are not necessarily applicable to the design and construction of
reinforced earth or segmental retaining wall systems. If such walls are being considered for this
project site, our Geotechnical personnel should be consulted to evaluate the proposed wall
application and assist with the design recommendations for an appropriate wall system.
Additionally, the recommendations below are based on the assumption that on-site sand soils or
similar borrow sand soils will be used as wall backfill. If select, predominantly granular backfill
soils from a quarry (such as #57/67 washed stone, CABC stone, processed fill, or screenings) are
specified for wall backfill, the imported backfill materials should be evaluated by the our
Geotechnical Engineer prior to use. Based on the results of the evaluation, alternative
recommendations will be made resulting in lowered equivalent fluid pressures.
The magnitude of the lateral earth pressures on cast-in-place reinforced concrete retaining walls
is dependent on the method of backfill placement, the type of backfill soil, drainage provisions
and whether or not the wall is permitted to yield during and/or after placement of the backfill.
When a wall is held rigidly against horizontal movement, the lateral pressure against the wall is
greater than the "active" earth pressure that is typically used in the design of freestanding
retaining walls. Therefore, rigid walls should be designed for higher "at rest" pressures (using
an at-rest lateral earth pressure coefficient, Ko), while yielding walls can be designed for active
pressures (using an active lateral earth pressure coefficient, Ka).
For the purpose of this study, we will assume that any walls that are an integral part of the future
structure(s) at the site will be designed to be rigid or non-yielding. Therefore, assuming soils
similar to the on-site sand soils (predominantly silty/clayey sands with an estimated angle of
internal friction, ?, of 280 when properly compacted) will be used as backfill, a moist soil unit
weight of 120 pcf, an at-rest lateral earth pressure coefficient (Ko) of 0.53 can be used for
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calculating the lateral earth pressures. This would correspond to an equivalent fluid pressure of
approximately 63 pcf per foot of wall height. This equivalent fluid pressure would increase linearly
from zero (0) psf at the ground surface, to a maximum at the base of the wall. If groundwater will
act on the wall, hydrostatic pressure should be added to the lateral earth pressure. For analysis of
the wall stability against sliding and overturning, we recommend using a friction coefficient (f soil) of
0.33 for foundations bearing on prepared foundation soils, and a factor of safety of 1.5. The
installation of appropriate wall drainage systems should be used to minimize the build up of
hydrostatic pressures. Furthermore, the toe pressure for the retaining wall footing should not
exceed the maximum allowable bearing pressure recommended for the foundation soils.
For retaining walls that are not rigidly connected to the structure(s) and are allowed to yield, an
active earth pressure coefficient (Ka) of 0.36 and a passive pressure coefficient (Kp) of 2.77 is
appropriate for the backfill conditions described above (i.e. well compacted on-site sands).
4.2.5 Cut and Fill Slopes
Permanent cut and fill slopes should be no steeper than 2(H):1(V) and should be properly
seeded and mulched to minimize erosion. Temporary slopes in shallow confined or open
excavations should perform satisfactorily at inclinations of 1(H):1(V), unless groundwater will act
on the excavation sidewalls. Any slopes built within the groundwater level should be evaluated
by Geotechnical personnel at the time of construction and may require temporary dewatering
and/or other forms of stabilization and shoring. All confined excavations, such as trenches and
footing excavations, should conform to applicable OSHA regulations. The crests of all slopes
should be maintained at least five (5) feet horizontally from building and pavement limits.
Surface runoff should be diverted away from the slope faces. Appropriately sized ditches
should extend above and parall el to the crest of all permanent slopes.
4.2.6 Pavements & Subgrades
Based on the subsurface conditions encountered, we anticipate that most of the soils at the
design pavement subgrade elevations will consist of in-place clayey/silty soils and similar newly
placed structural fill soils overlying the same. In some parts of the site, the near surface soils
are finer grained sandy clays, while other areas of the site contain more coarse grained clayey
and silty sands. The more granular sand site soils are generally fair for pavement support, and
typically exhibit soaked CBR values of 4 to 6 percent, in our experience. The more fine grained
clayey soils perform more poorly as a subgrade material for pavement support, and typically
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Harnett Health System (HHS) Thgon I K/einfelder Project No. 101535
Harnett Health System Hospital Site; Lillington, NC March 30, 2009
exhibit soaked CBR values of 2 to 4 percent. Based on the soil types encountered in the test
borings, our experience with similar projects and soil subgrades, and provided the site
preparation recommendations outlined in this report are implemented, we recommend a maximum
CBR value of 4 be considered in design of the project pavement sections.
Based on our experience with similar projects and soil subgrades, an assumed CBR value of 4,
and the assumed traffic loadings for a hospital of this size and location, we have estimated that
the minimum preliminary recommended structural number (SN,i,,) for design of the pavement
sections at this site may be on the order of SNmi,HD=3.1 for heavy duty sections, and
SNmir,LD=2.0 for light duty sections. For rigid pavement sections (concrete paving) the concrete
pavement design should include appropriate air entrainment for exterior concrete paving,
appropriate reinforcing steel for the applied wheel loads, and appropriate joints and joint
spacing to minimize uncontrolled cracking of flatwork paving. The following table includes
preliminary minimum pavement section alternatives that may be considered for this project at
the conceptual phase of design. The preliminary recommendations listed below must be re-
evaluated once final site grades and actual traffic loadings and traffic counts are made available to
us, and may require revision.
minary ConcepI aye ?ent Section Alternatives,
Heavy Duty Heavy Duty Light Duty
Option 1 - Option 2 -
Flexible Rigid
Flexible Asphalt Pavement
Superpave Surface Course 2.0 - 2.0
Type S9.5A or 12 Marshall Mix (inches)
Superpave Base Course 2
5 - -
Type B25.0B or Type H Marshall Mix inches .
Rigid Concrete Pavement
F'c mn = 4,000 psi - 6.0 -
Reinforced Concrete Pavement
Aggregate Base Course Material
NCDOT ABC Stone (inches) 8.0 4.0 8.0
Total Section Thickness (inches) 12.5 10.0 t ::10.0
Light-duty pavements should be designated for car parking stalls only. Heavy-duty pavements
should be designated for entrance and exit drives, access roads/lanes, and truck/emergency
vehicle lanes. Pavements and bases should be constructed in general accordance with the
guidelines of the latest applicable "Standard Specifications for Roads and Structures", published
TRIGON KLEINFELDER, INC. Page 15
Harnett Health System (HHS) Trigon I Kleinfelder Project No. 101535
Harnett Health System Hospital Site; Lillington, NC March 30, 2009
by the North Carolina Department of Transportation. Materials, weather limitations, placement
and compaction are specified under appropriate sections of this publication.
The long-term performance of any flexible pavement section is directly related to drainage of the
stone base and soil subgrade. We emphasize that good stone base and subgrade drainage is
absolutely essential for successful pavement performance. Water buildup in the stone base
and soil subgrade will result in premature pavement failures. The subgrades and pavements
should be graded to provide rapid runoff to either the outer limits of the paved area or to catch
basins so that standing water will not accumulate on the subgrade or pavement. Any areas of
landscaping with sprinkler systems, or areas of cut that would allow water to enter the pavement
system, may need sub drains (French drains) installed to prevent entry. Common sub-drains for
these type areas include "behind the curb" drains that are plumbed into storm-drains or day-
lighted. The majority of flexible pavement sections incur their heaviest loads in curves, at the
bases of hills, and during the construction process. Frequently, the construction loads may be
in excess of the design loads. For this reason, we recommend that construction be staged to
allow final preparation of the base course and paving to be performed near the end of the
project. In the event that the paved area is needed for construction access, we recommend that
an asphaltic binder course be applied for use during construction and this temporary course be
overlaid with the final surface course near the end of construction. However, the binder course
should be thoroughly inspected for deficiencies, and repaired prior to final paving.
Proposed pavement grades were not available at the time of this preliminary report. However,
based on the subsurface conditions, we anticipate that large areas of the near-surface loose to soft
and wet in-place soils (upper 3 feet across much of the site) will require scarification, drying and
re-compaction, undercutting, or other forms of subgrade stabilization to provide for a firm, stable
and uniform pavement subgrade or surface on which to place new structural fill. Based on the
shallow groundwater measurements in some areas of the site, we also anticipate that
groundwater may be encountered during general site grading where cut depths extend to or
near the measured groundwater levels, and will therefore necessitate groundwater control and
dewatering.
TRIGON I KLEINFELDER, INC. Page 16

Hamett Health System (HHS) Trigon I Kleinfelder Project No. 101535
Hamett Health System Hospital Site; Lillington, NC March 30, 2009
4.3 PRELIMINARY CONSTRUCTION RECOMMENDATIONS
4.3.1 Site Preparation
The proposed construction areas should be stripped of all cultivated soil, topsoil, organic
material, gravel/rock fragments, cobbles, surface boulders, debris, and any soft or unsuitable
material within the construction limits utilizing low-bearing pressure (i.e. wide-tracked)
construction equipment to limit disturbance to exposed subgrades. Stripping depths of12 to 15
inches should be anticipated to remove the cultivated soils and topsoil encountered at the
ground surface in the open field areas and some of the more lightly wooded areas. Much
deeper grubbing depths of up to 24 inches should be anticipated for removal of thicker topsoil
layers, root-mat, forest-floor decaying debris, tree roots and root-balls in more heavily wooded
areas. Topsoil, root-mat, and other organic soils removed during stripping operations may be
stockpiled and reused in landscaped or nonstructural areas of the site. If stripping and grubbing
operations are performed during the typically wetter winter months or after/during rain events,
deeper stripping and grubbing depths and loss of on-site soils should be anticipated due to the
likelihood of degradation of otherwise suitable subgrades by construction traffic in wet
conditions. These issues should be addressed in the project specifications, to reduce potential
claims for "unsuitable soil" excavation arising out of wet weather combined with initial stripping,
grubbing and clearing operations.
It should be noted that up to 15 inches of cultivated soils (consisting primarily of clayey/silty sands
with variable amounts of organics and rounded gravels/rock fragments) occur across the surface of
much of the site (slightly more than % of the site). It is possible that some of the sandier cultivated
soils may contain only minor amounts of organic materials, and may be suitable for re-use as fill
in some specified areas of the site, such as deeper fills in parking and drive areas. Our
Geotechnical personnel should evaluate the possibility of re-using some of the cultivated soils
for structural fill at the time of construction to possibly reduce site-work costs, and to determine
locations for their potential re-use in fills. The Geotechnical evaluation would likely involve
sampling of the proposed cultivated fill soils from various sources and locations, and a suite of
laboratory testing including total organic content (TOC), natural moisture content, grain size
analysis, Atterberg limits, and standard Proctor moisture-density evaluations. Cultivated soils
that may be otherwise found to be suitable for re-use as fill, but are wetter than their optimum
moisture content for compaction will also require moisture conditioning prior to being used.
TRIGON I KLEINFELDER, INc. Page 17

Harnett Health System (HHS) Tngon I Kleinfelder Project No. 101535
Hamett Health System Hospital Site; Lillington, NC March 30, 2009
We caution that the clayey and silty sub-soils that will be exposed after stripping and grubbing
operations are both very moisture sensitive and very frost susceptible, and in some instances
moderately plastic or elastic in nature. Fine grained and plastic clayey silts and silty clays that
occur in some areas of the site are particularly difficult to work with when wet. Due to their
moisture sensitivity, water from storm water runoff intrusion into excavations must be thoroughly
controlled during earthwork and foundation construction activities by intercepting and draining
the runoff away from the site to prevent water from ponding on or saturating the soils within the
excavations or on final grades. These silty and clayey soils will become very unstable due to
the presence of excess moisture and normal construction equipment traffic over them.
Accordingly, construction traffic should be kept to a minimum on the exposed soils to minimize
the potential for creating an unstable subgrade. We recommend that earthwork operations and
site grading be performed during seasonally dry weather periods and excavation/site
preparation operations not be performed during or immediately following periods of precipitation.
Performing the earthwork during the typically drier months of the year, May through October,
can somewhat minimize moisture-related earthwork difficulties and minimize the potential for
"unsuitable soil" claims. The exposed soil subgrades should be protected from excessive water
infiltration and surface water runoff by smooth rolling and grading the site to promote positive
surface water drainage during and after each day's construction, and especially before
forecasted rain events. Ponded surface water will infiltrate and degrade otherwise suitable
subgrades and promote perched or "trapped" groundwater conditions. We recommend that
heavy consideration be given to constructing and maintaining designated gravel covered
haul/access roads and designated gravel covered lay-down areas and gravel covered access
points across the site and around the building(s) perimeter(s) to better control equipment traffic
patterns and minimize disturbance to the very moisture sensitive subgrade soils.
After stripping and grubbing is completed, the exposed subgrade soils in areas to receive fill or
at the subgrade elevation in cut areas should be proof-rolled to detect soft, loose, wet, or
unsuitable soils. Proof-rolling should be performed after a suitable period of dry weather to
avoid degrading an otherwise acceptable subgrade. Proof-rolling should be performed with a
tandem-axle dump truck or similar construction equipment loaded as directed by our
Geotechnical personnel. Our Geotechnical personnel should observe proof-rolling operations to
aid in delineating problem soil areas. Any soils that continue to rut or deflect under the proof-
rolling operations should be repaired as recommended by our Geotechnical personnel.
TRIGON I KLEINFELDER, INc. Page 18

Hamett Health System (HHS) Trigon I Kleinfelder Project No. 101535
Hamett Health System Hospital Site; Lillington, NC March 30, 2009
Based on the subsurface conditions encountered within the borings, we anticipate that proof-roll
observations will show some subgrade instability in many areas of the site. The exposed
subgrades in large portions of the site (at the existing ground surface) will likely show a good
deal of instability and movement (rutting and pumping) due to the presence of soft, loose, wet or
otherwise unstable/unsuitable near-surface soils. The depth of unstable/unsuitable soils at
these existing ground surface locations is expected to be 3 feet or less as measured from the
existing ground surface, where encountered. Some subgrade stabilization/improvement,
scarification and re-compaction, or ultimately some undercutting of these unsuitable soils should
be expected during site grading. The need for or anticipation of soil subgrade instability in all
areas of the site cannot be evaluated at this time because we do not know what the proposed
site grades will be, or the locations of buildings, parking lots and driveways. Any required
undercut volumes should be determined in-place by field measurement performed by our
Geotechnical personnel. Methods such as counting trucks should not be used for determination of
undercut volume, as they are less accurate, and often result in additional cost to the owner.
We recommend the construction contract include moisture control and moisture conditioning of on-
site and borrow soils be included in the base earthwork scope and fee. We further recommend that
the contract include allowances and unit prices for mass undercut of unsuitable in-place soils,
trench undercut of unsuitable in-place soils, installation of Tensar BX-1100 Geogrid for subgrade
stabilization, and importing of offsite granular fill or quarry fill such as screenings, processed fill, or
CABC stone for subgrade stabilization purposes. The actual need for any of these allowance or
unit price items and their associated quantities will be very dependent on the final plan site grades,
the time of the year the work is performed, the weather during site grading, as well as the soil and
groundwater conditions encountered at the time of construction.
4.3.2 Groundwater Management
Groundwater was encountered in all but one (1) of the soil test borings at the site (boring B40).
Measured groundwater levels ranged from approximately 2 to 15 feet below the existing ground
surface, with resulting groundwater elevations ranging from 197 feet to 169 feet across the site.
Continuous dewatering by way of sumps, pumps, drainage ditches, well points, French drains or
other typically effective dewatering measures as determined by experienced site-work
contractors will be required for excavations that extend to or below the measured groundwater
levels. Permanent dewatering measures (such as sub-drains, sump-pumps, etc.) will be
required in any areas where the proposed site grades will be situated below the measured
TRIGON I KLEINFELDER, INC. Page 19

Hamett Health System (HHS) Trigon I Kleinfelder Project No. 101535
Hamett Health System Hospital Site; Lillington, NC March 30, 2009
groundwater level. It should be noted that as the early spring rainy season starts, groundwater
levels at this site may rise somewhat above the levels measured at the time of this preliminary
subsurface exploration.
In anticipation of fluctuations in the groundwater levels at this site due to differences in precipitation
patterns, temporary slotted PVC pipe piezometers have been installed in several borings at various
locations and elevations across the site. Temporary piezometers have been installed in borings B-1,
B-3, B-35, B-62, B-60, B-56, B-45, B-10, B-20, and B-42 to allow for ongoing measurements and
monitoring of changes in groundwater levels on a periodic basis. If the project team is interested in
our personnel providing periodic groundwater measurements and reports on such (such as on a
monthly or weekly basis) at these 10 locations, feel free to contact us.
4.3.3 Fill Material and Placement
The preferred structural fill and backfill for this project should generally consist of a
predominantly granular, low to moderate plasticity soil (liquid limit less than 40 and plasticity
index less than 20) that is free of organic material, debris, and rocks in excess of 2 inches in
diameter. These preferable fill soils should classify as SM, SC, SP, SP-SM, GC and GM in
accordance with Unified Soil Classification System (USCS). Some of the on-site finer-grained
soils that may be excavated classify as ML and CL, and may be used as site fill if properly
moisture conditioned and compacted, and placed in specific locations of the site (such as
deeper fills in pavement areas or non-structural areas). It is not preferred that these fine-grained
soils be placed as structural fill in the upper 5 feet of building pads, or within the upper 2 feet of
pavement areas.
Based on the subsurface data, it appears that most of the near surface on-site soils that may be
excavated during site development meets the preferable USCS soil classification for structural
fill, with the exception of topsoil, cultivated soil (unless organics are removed), and some near-
surface silts and clays. In general, the layers of clay (CL) and silt (ML) at the site could be
thoroughly mixed with the more granular sand soils excavated form other areas of the site in order
to render them as preferable on-site backfill soils. Most of the surficial soils across this site were
found to be slightly wetter (or drier in a few places) than their optimum moisture content for
compaction, and therefore much of the excavated soils and exposed soil subgrades will require
moisture conditioning to render them stable as subgrades or suitable to be placed and
compacted as structural fill.
TRIGON I KLEINFELDER, INc. Page 20
' 4 ,
Hamett Health System (HHS) Trigon I Kleinfelder Project No. 101535
Hamett Health System Hos ital Site; Lillin ton NC March 30 2009
Four (4) bulk samples of on-site soils collected from borings B-38, B-35, B-9 and B-1 were
subjected to a variety of laboratory tests to characterize some of the engineering properties
related to fill placement and compaction.
? The bulk sample collected at boring B-38 classified as clayey silty sand (SM) with a
maximum dry density of 112 pcf at optimum moisture content of 17%. This bulk sample
contained 43 percent fines (material passing #200 sieve), had a liquid limit (LL) of 44, a
plasticity index (PI) of 25, and exhibited an in-situ moisture content of 20%.
? The bulk sample collected at boring B-35 classified as silty clayey sand (SC) with a
maximum dry density of 123 pcf at optimum moisture content of 11.5%. This bulk
sample contained 37 percent fines (material passing #200 sieve), had a liquid limit (LL)
of 24, a plasticity index (PI) of 9, and exhibited an in-situ moisture content of 12%.
? The bulk sample collected at boring B-9 classified as sandy silty clay (CL) with a
maximum dry density of 111 pcf at optimum moisture content of 17%. This bulk sample
contained 58 percent fines (material passing #200 sieve), had a liquid limit (LL) of 38, a
plasticity index (PI) of 13, and exhibited an in-situ moisture content of 19%.
? The bulk sample collected at boring B-1 classified as clayey silt (ML) with a maximum
dry density of 91 pcf at optimum moisture content of 26.5%. This bulk sample contained
97 percent fines (material passing #200 sieve), had a liquid limit (LL) of 47, a plasticity
index (PI) of 8, and exhibited an in-situ moisture content of 23%.
All structural fill should be placed in lifts not exceeding 8 inches loose thickness for large powered
compaction equipment (4 inches loose lifts for small hand operated compaction equipment), and
should be compacted to at least 95 percent of its Standard Proctor maximum dry density. The
upper 24 inches in structural areas and paved areas should be compacted to not less than 98
percent of its Standard Proctor maximum dry density. ABC stone bases should be compacted to
not less than 100 percent of its Standard Proctor maximum dry density. The preferred moisture for
optimum placement of structural fill should be within t 2 percent of the optimum moisture content for
maximum density. However, fill could be placed slightly dry or wet of the preferred range,
recognizing that soils placed significantly wet of optimum must also satisfy the requirement of
remaining stable under rubber-tired proofrolling operations, especially in areas proposed for flexible
pavements. We recommend that field density and moisture content tests be performed on the fill as
it is being placed, at a frequency determined by our Geotechnical personnel, to verify that proper
compaction and moisture contents are achieved.
Page 21
TRIGON I KLEINFELDER, INC.

Harnett Health System (HHS) Trigon I Kleinfelder Project No. 101535
Harnett Health System Hospital Site Lillington, NC March 30, 2009
4.3.4 Excavation Conditions
Based on our review of the subsurface data, it appears that most of the near surface on-site soils
can be readily excavated to the anticipated depths of construction with conventional construction
equipment, with no anticipated need for rock excavation over the majority of the site. We would
caution that although hard rock and weathered rock materials were not typically encountered at
shallow depths in our borings, if excavations at the site involve deep cuts that extend to depths
greater than 5.5 to 9.0 feet in some localized areas of the site (see borings B-10 and B-1,
respectively), that partially weathered rock materials should be anticipated. If PWR is encountered,
rock removal techniques such as loosening the PWR materials with a large dozer (D-8 or similar
size) equipped with a single tooth ripper, or a large track-hoe (CAT 335 or equivalent) equipped
with a narrow trenching bucket and rock teeth, will likely be required prior to removal. In some
confined deep utility trenches, it is anticipated that PWR may require the use of a ram-hoe or
pneumatic hammer prior to removal. We do not anticipate that blasting of hard rock will be required
at the site. As the site design progresses, we should re-evaluate the excavation conditions based
on what the proposed site grades are proposed to be, especially in deep cuts and in areas where
underground utilities will occur in areas of deep cut.
4.3.5 Foundation Construction
Bearing surfaces for shallow foundations should not be disturbed or left exposed during in-
clement weather. Saturation of the on-site silty and clayey soils can cause a rapid loss of
strength, bearing capacity, and increased compressibility. Excavations for footings should be
completed with a smooth bucket backhoe or be trimmed by hand following excavation to
minimize disturbance of the sub-grade soils. Upon their exposure, all bearing grades should
have excess and loosened material removed. The final grades should be firm and stable, and
free of any loose soil, rock, mud, water, ice or frost. Foundation bearing surfaces should be
observed by a Geotechnical Engineer, or his authorized representative, prior to concrete
placement to confirm that suitable soils are present at the bearing elevation. Loose, soft, wet or
unsuitable areas observed at the bearing elevation should be undercut and backfilled at the
direction of the Geotechnical Engineer. If construction occurs during inclement weather and
concreting of the foundation is not possible at the time it is excavated, a thin 2 to 3 inch thick
layer of 2,000 psi lean concrete (mud mat) should be placed on the foundation bearing surface
for protection.
TRIGON I KLEINFELDER, INC. Page 22
%1
Harnett Health System (HHS) Trigon I Kleinfelder Project No. 101535
Hamett Health System Hospital Site; Lillington, NC March 30, 2009
Each caisson should be evaluated and observed by our Geotechnical personnel to determine the
suitability of the end/side bearing materials. A small diameter test-hole will be required in the bottom
of each caisson to a depth of 1.5 times the shaft diameter (or 6 feet maximum) to determine the
consistency of the underlying bearing materials. Our Geotechnical personnel will then evaluate the
sides of the test hole with a hooked probe to detect the presence of weak zones or voids that may
exist below the caisson bearing elevation.
4.3.6 Construction Monitoring
Quality assurance observations and testing related to earthwork and foundations should be
performed by our Geotechnical personnel under the general administrative supervision of our
Geotechnical Engineer, who will be familiar with the design requirements and considerations of
this project as well as the anticipated subsurface conditions. As a minimum, we recommend
that our Geotechnical personnel observe proofrolling of all initial and final soil subgrades,
observe any recommended subgrade stabilization measures, undercuts, etc., observe and test
all shallow foundation subgrades, observe and test all caissons, evaluate the materials to be
used as structural fill, and test the moisture and compaction of all structural fill and backfill.
Shallow foundation bearing grades and caisson bottoms should be tested during construction to
confirm the design allowable bearing capacity and verify that the in-place bearing materials are
suitable for adequate support of the new buildings.
5.0 CLOSURE
Prior to final development plans and design being completed, it is recommended that our
Geotechnical team be given the opportunity to review the more refined development plans,
including building foundation elevation and loading details with regards to the borings included
as part of this preliminary exploration. This review will allow us to evaluate where and what type
of additional geotechnical explorations, engineering services, and more refined geotechnical
recommendations should be made to supplement this report, and to further define the
subsurface conditions across the site as they relate to the specific site development and design
plans.
TRIGON I KLEINFELDER, INc. Page 23

APPENDIX
Figure 1: Site Vicinity Map
Figure 2: Boring Location Diagram
Figures 3a to 3g: Subsurface Profiles
Site Photographs
Test Boring Logs
Moisture-Density Relationship Test Sheet
Key to Test Boring Logs
Soil Classification Chart
TR/GON I KLE/NFELDER, INC.
Page 24

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SITE PHOTOGRAPHS
Harnett Health System Hospital Site
Lillington, North Carolina
Trigon I Kleinfelder Project No. 101535
Page 1 of 5
SITE PHOTOGRAPHS
Harnett Health System Hospital Site
Lillington, North Carolina
Trigon I Kleinfelder Project No. 101535
Page 2 of 5

' SITE PHOTOGRAPHS
Harnett Health System Hospital Site
Lillington, North Carolina
Trigon I Kleinfelder Project No. 101535
Page 3 of 5
SITE PHOTOGRAPHS
Harnett Health System Hospital Site
Lillington, North Carolina
Trigon I Kleinfelder Project No. 101535
Page 4 of 5

SITE PHOTOGRAPHS
Harnett Health System Hospital Site
Lillington, North Carolina
Trigon I Kleinfelder Project No. 101535
Page 5 of 5
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-1 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 192.0 It NORTHING EASTING 24 HR. 11.8
TOTAL DEPTH 19.0 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 Ib. Manual
DATE STARTED 2/24/09 COMPLETED 2/24/09 SURFACE WATER DEPTH
ELEV DEPTH BLOW COUNT BLOWS PER FOOT SAMP. ? L
. 0 SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO MOI G
192.0 192.0 0.00

191.0

1.0 1 Topsoil (6.Oinches
)
. - 3 4 6 0 SS-1 30.4 Residual: Stiff to Hard, Moist to Wet, Tan,
188.5 3.5 Fine Sandy, Clayey, SILT (ML)
8 14 16 30 SS-2 23.8
186.0 6.0
12 16 27 43 SS-3 27.7
183.5 8.5 183.0 9.0
28 30 50/.3 SS 4 Partially Weathered Rock: Tan-Brown,
5oi.3 Phyllite
178.5 13.5
40 50/.4 50/.41 0 SS-5
173.5 18.5 173.0 19.0
501•5 SS-6 Boring Terminated at 19.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGW E = No Groundwater Encountered
i
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TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Hamett Health System Hospital GROUND WATER (ft)
BORING NO. B-2 BORING LOCATION OFFSET ALIGNMENT OHM NGWE
COLLAR ELEV. 204.0 It NORTHING EASTING 24 HR. 11.0
TOTAL DEPTH 19.9 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/19/09 COMPLETED 2/19109 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft O.Sft 0.5ft 0 20 4,0 6,0 80 1,00 NO. MOI G
204.0 204.0 0.00
203.0 1.0 > +. 203.0 CUltivated Soil (12.0 inches) 1.0
4 5 5 10 SS-1 6.9 Coastal Plain Material: Loose, Dry, Tan, Silty,
0
0
200.5 3.5 . . . . . . . . 2
1.
Medium to Fine SAND (SM) 3.0
5 6 10 a SS-2 16.0 Coastal Plain Material: Firm to Dense, Moist,
198.0 6.0 Red and Tan, Silty, Clayey, Medium to Fine
10 16 25 at SS-3 16.7 SAND (SC)
195.5 8.5
15 17 17 34
........ . .......... SS-4 15.0
192.0 12.0
190.5 13.5
-
-
-
- Coastal Plain Material: Dense, Moist, Red and

15
19
21
o
SS-5
9.7 Tan, Silty, Clayey, Coarse to Fine Sandy,
GRAVEL (GC)

185.5
18.5 ] .... ... . ..........
185.5 18.5
22 43 50/.4 SS-6 1841 Partially Weathered Rock: Brown, Phyllite 19.9
Boring Terminated at 19.9 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered

TRIGON I KLEINFELDER, INC. ,
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-3 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 209.0 ft NORTHING EASTING 24 HR. 12.0
TOTAL DEPTH 25.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/24/09 COMPLETED 2/24/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
0
SOIL AND ROCK DESCRIPTION
(ft) (ft) O.Sft 0.5ft 0.5ft 0 2,0 4,0 60 80 100 NO. MOI G
209.0 209.0 0.00
208.0 1.0 Topsoil (6.0 inches)
2 4 5 y SS-1 M Coastal Plain Material: Loose, Moist, Tan,
3
0
206
0
205.5 3.5 .
.
Silty, Medium to Fine SAND (SM)
10 11 14 5 SS-2 M Coastal Plain Material: Very Finn to Dense,
203.0 6.0 Moist, Tan and Red, Silty, Clayey, Medium to
11 18 23 SS,3 M Fine SAND (SC)
q
200.5 8.5
9 14 20 34 SS-4 M
197.0 12.0
195.5 13.5 Coastal Plain Material: Dense, Moist
Fi
SAND
Silt
Cl
C
t
R
d
T
17 18 17 SS-5 M ne
y,
ayey,
oarse
o
e
-
an,
335 (S
M)

192.0 17.0
190.5 18.5 Residual: Very Stiff to Hard, Wet, Tan and
Cl
SILT (ML)
G
Fi
S
d
12 17 20 SS-6 W ayey,
ray,
ne
an
y,
37
185.5 23.5
6 7 9 18 - - - SS-7 M 184.0 25.0
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
3. Set 1 inch PVC Piezometer to 24.0 feet
i
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1 4i ?
TRIGON I KLEINFELDER, INC.
BORING LOG
PAPZF 1 (1F 1
PROJECT NO. 101535 ID No. WA COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-4 BORING LOCATION OFFSET ALIGNMENT 0 HR. 10.5
COLLAR ELEV. 182.0 ft NORTHING EASTING 24 HR 8.3
TOTAL DEPTH 25.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/11/09 COMPLETED 2/11/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP.
v/ L

(ft)
(ft)
0.5ft
0.5ft
0.5ft 0 20 4,0 60 80 100
N0.
7
ol O
G SOIL AND ROCK DESCRIPTION
182.0
182.0 0,00
181.0 • Topsoil(5
Oinches)
2 2 2 4 . SS-1 M .
Coastal Plain Material: Very Loose, Moist,
178.5 3.5 179.0 Tan and Brown, Silty, Medium to Fine SAND 3.0
1 3 5 SS-2 M (SM)
176.0 6.0 Coastal Plain Material: Loose to Very Firm,
12 13 13
26 SS-3 M Moist, Red-Tan, Silty, Clayey, Medium to Fine

SAND
SC
ith S
P
bbl
173.5 8.5 (
) w
ome
174.0
e
es 8.0
6- -6- -6
12 SSA Coastal Plain Material: Stiff, Moist, Tan-Gray,
Silty
Medium to Fine Sand
CLAY (CL)
... ..... . ........ . ,
y,
170.0 12.0
168.5 13.5
'_
_
_
_
_ Coastal Plain Material: Firm, Wet, Tan, Silty,
. : 2 3 _13_ i6 SS-5 W Clayey, Coarse to Fine SAND (SC) with Large
Pebbles
163.5 18.5
4 6 5 1 SS-6 W
160.0 22.0
158.5 23.5 Residual: Hard, Moist, Brown, Fine Sandy,
5 15 16 31 SS-7 M 157.0 SILT (ML)
25.0
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
TRIGON I KLEINFELDER, INC. '
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-5 BORING LOCATION OFFSET ALIGNMENT 0 HR 16.0
COLLAR ELEV. 186.0 It NORTHING EASTING 24 HR 7.5
TOTAL DEPTH 23.9 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/11/09 COMPLETED 2/11/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
(ft) (ft) O.Sft O.Sft 0.5ft 0 20 40 60 80 100
NO 7
ot O
G SOIL AND ROCK DESCRIPTION
186.0 186.0 0.00
185.0 1.0 Cultivated Soil (7
0 inches)
3 3 3 SS-1 M .
Coastal Plain Material: Loose, Moist, Tan,
182.5 3.5 t83.o Silty, Medium to Fine SAND (SM) a.o
3 6 10 16 SS-2 M Coastal Plain Material: Firm to Very Firm,
180.0 6.0 Moist to Wet, Red to Tan, Silty, Clayey,
10 11 15
26 SS-3 VVb
)e Coarse to Fine SAND (SC) with Some
Pebbles
177.5 8.5
4 7 7
... 14
..... . .......... SS-4 W
174.0 12.0
172.5 13.5 Coastal Plain Material: Firm, Wet, Tan, Silty,
5- -6- -8 16
...... . . .......... SS-5 18.1 Clayey, Coarse to Fine Sandy, GRAVEL (GC)
169.0 17.0
167.5 18.5 Partially Weathered Rods: Brown, Phyllite
47 50/.2 50L2 SSA
162.5 23.5

50/.4
SS-7 162.1 23.9
Boring Terminated at 23
9 feet
.
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. Offset 5.0 feet to Field Because of Trees
and Briars
1v
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-6 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 189.0 ft NORTHING EASTING 24 HR. 7.4
TOTAL DEPTH 24.8 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 Ib. Manual
DATE STARTED 2/3/09 COMPLETED 2/3/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7 L
(ft) (ft) 0.5ft O.Sft 0.5ft 0 20 40 60 80 100
NO.
MOI O
G SOIL AND ROCK DESCRIPTION
189.0 189.0 0.00
188.0 1.0 > +• 188.0 Cultivated Soil (12.0 inches) 1
0
7 9 11 20 SS-1 M .
Coastal Plain Material: Very Stiff, Moist, Tan
185.5 3.5 and Red, Medium to Fine Sandy, Silty, CLAY
8 13 17 so SS-2 M (CL)
183.0 6.0 183.5 5.5
7 10 14
2a SS-3 W9 Coastal Plain Material: Firm to Very Finn,
Moist
Tan
Silty
Clayey
Medium to Fine
180.5 8.5 ,
,
,
,
SAND (SC)
7 9 13 22 SS 4 M
175.5 13.5
6 8 12 26 SS-5 M
172.0 17.0
170.5 18.5 Residual: Stiff, Wet, Fine Sandy, Clayey, SILT
1 1 8
.. 9.
........ .......... SS-6 W (ML)

165.5
23.5 .. ...... . ..........

12
34
50/
3
SS
7 165.0 za.o
. - Partiall
Weathered Rock
T
Ph
llit
y
:
an,
y
e
1e4 9 Boring Terminated at 24.8 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Ground Water Encountered
r °? Y1T TRIGON KLEINFELDER, INC.
BORING LOG

PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett
GEOLOGIST D. Goodnight
SITE DESCRIPTION Hamett Health System Hospital GROUND WATER (ft)
BORING NO. B-7 BORING LOCATION OFFSET ALIGNMENT 0 HR. 11.2
COLLAR ELEV. 191.0 ft NORTHING EASTING 24 HR. 9.4
TOTAL DEPTH 30.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/16109 COMPLETED 2/16/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7M L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) O.Sft 0.5ft 0.5ft 0 2,0 4,0 60 80 100 NO. OI G
191.0 191.0 0.00
1 .0 1.0 > •• 190.0 Cultivated Soil (12.0 inches) 1.0
4 5 5 10 SS-1 26.3 . Coastal Plain Material: Loose to Firm, Moist
187.5 3.5 to Wet, Red-Tan. Silty, Clayey, Medium to
5 8 11 19
........
. SS-2 27.2 Fine SAND (SC)

185.0
6.0 ........ .
. ..

.
3 4 6 10 SS-3 21.5 :
182.5 8.5
4 4 5 s SS-4 21A

179.0 12.0
177.5 13.5
-
-
-
- Coastal Plain Material: Firm, Wet, Red-Tan,
Silt
Cl
C
t
Fi
SAND
SC
ith
6 6 7 13- SS-5 17.6 y,
ayey,
oarse
o
ne
(
) w
Pebbles
172.5 18.5
4 4 7 1 t
. SS-6 20.7
........ . ......
... ..
169.0 22.0
167.5 23.5 Residual: Hard to Very Hard, Moist, Tan, Fine
SILT
ML
S
d
17 22 25 7 SS-7 22.6 (
)
an
y,
162.5 28.5
1
11 22 30 s2 SSA 23.8 161.0 30.0
Boring Terminated at 30.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
4
r` .
TRIGON I KLEINFELDER, INC.
BORING LOG
PA(' 1: 1 ()F 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-8 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 199.0 ft NORTHING EASTING 24 HR 13.4
TOTAL DEPTH 20.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/17/09 COMPLETED 2/17/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7 L
(ft) (ft) O.Sft O.Sft O.Sft 0 20 40 60 80 100
NO.
MOI O
G SOIL AND ROCK DESCRIPTION
199.0 199.0 0.00
198.0 1.0 > r• 198. Cultivated Layers (12
0 inches) 1
0
4 3 4 SS-1 M ; .
.
Coastal Plain Material: Loose, Moist, Tan,

195.5
3.5 198 o
3.0
Silty, Medium to Fine SAND (SM)
9 7 11 18 SS-2 M Coastal Plain Material: Firm, Moist, Tan, Silty,
193.0 6.0 193.5 Clayey, Medium to Fine SAND (SC) 5.5
8 12 17 29 SS-3 M Coastal Plain Material: Very Stiff, Moist,
190.5 8.5
1 191.0 Red-Tan, Clayey, Medium to Fine Sandy, SILT 8.0
8 8 11 19 SS-4 M (ML)
Coastal Plain Material: Very Stiff, Moist,
187.0 Red-Tan, Silty, Medium to Fine Sandy, CLAY 12.0
C
(
L)
185.5 13.5
19
20
31
51
SS-5
M Residual: Very Hard, Moist to Wet, Tan and
Brown, Clayey, Fine Sandy, SILT (ML)
180.5 18.5
32 32 40 72 SS-6 W 179.0 20.0
Boring Terminated at 20.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-9 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 205.0 ft NORTHING EASTING 24 HR. 12.3
TOTAL DEPTH 25.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/17/09 COMPLETED 2/17/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
0
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 2,0 4,0 60 80 100 NO MOI G
205.0 205.0 0.00
204.0 1.0 > >• 2040 .Cultivated Soil (12.0 inches) 1.0
3 3 4 SS-1 11.5 Coastal Plain Material: Loose, Moist, Tan,
202
0
3
201.5 3.5 .
.0
Silty, Clayey, Medium to Fine SAND (SC)
6 7 10 17 SS-2 21.8 Coastal Plain Material: Very Stiff, Moist, Tan,
5
5
199
5
199.0 6.0 .
Medium to Fine Sandy, Silty, CLAY (CL)
.
7 8 10 16 SS-3 11.7 .' Coastal Plain Material: Firm, Moist, Tan, Silty,
197
ith 8
0
0 Cl
M
di
t
Fi
SAND
SC
196.5 8.5 .
.
um
o
ne
(
) w
ayey,
e
P
bbl
9 11 14 SS-4 1
35 e
es
25 . Residual: Very Stiff to Very Hard, Wet to
Moist, Tan to Brown, Clayey, Fine Sandy, SILT
(ML)
191.5 13.5
5 12 19 31 SS-5 23.2
186.5 18.5
33 26 30 56 SS-6 18.0
181.5 23.5
25 30 25 55 SS-7 16.2 180.0 25.0
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
?
Y

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-10 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 178.0 It NORTHING EASTING 24 HR. 5.0
TOTAL DEPTH 19.9 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/23109 COMPLETED 2/23/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
0
SOIL AND ROCK D
SC
(ft) (ft) 0.5ft 0.511 0.511 0 2,0 4,0 6,0 8,0 100 NO-
.
MOI
G E
RIPTION
178.0 178.0 0.00
177.0 1.0
51
Topsoil (6.O inches)
3 4 7 ?.? . SS-1 M Coastal Plain Material: Firm, Moist, Tan, Silty,
174.5 3.5 175.0 Medium to Fine SAND (SM) with Pebbles 3.0
5 7 10 17 SS-2 NVI Residual: Very Stiff, Wet, Tan, Fine Sandy,
172.0 6.0 172.5 Clayey, SILT (ML) 5.5
41 501.4 s0ra SSA Partially Weathered Rock: Tan, Phyllite
169
5 8
5 170.0 e.o
. . 30 36- -19- 57 SS-4 M Residual: Very Hard, Moist, Tan, Fine Sandy,
SILT (ML)
166.0 12.0
164.5 13.5 Partially Weathered Rock: Tan, Phyllite
37 50/.5
41 SS-5
159.5 18.5 50/.5
12 38 50/.4 SS 6 158.1 19.9
Boring Terminated at 19.9 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
3. Set 1 inch PVC Piezometer to 19.0 feet
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1

PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-11 BORING LOCATION OFFSET ALIGNMENT 0 HR. 17.0
COLLAR ELEV. 183.0 It NORTHING EASTING 24 HR 9.2
TOTAL DEPTH 25.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/24/09 COMPLETED 2/24/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
(ft) (ft) O.Sft 0.511 0.5ft 0 20 40 60 80 100 NO.
MOf 0
G SOIL AND ROCK DESCRIPTION
183.0 183.0 0.
182.0 1.0 Topsoil (7.0 inches)
3 4 6 10 SS-1 M Coastal Plain Material: Loose to Very Firm,
179.5 3.5 Moist to Wet, Red-Tan, Silty, Clayey, Medium
4 6 6 12 SS-2 M to Fine SAND (SC) with Pebbles
177.0 6.0
9 11 14 25 SS-3 M
174.5 8.5 A .
9 9 10 19 SS-0
169.5 13.5
8 6 9 15 SS-5 W '
166.0 17.0
164.5 18.5 Residual: Hard to Very Hard, Moist to Wet,
17 20 23 43 SS-6 W Tan, Clayey, Fine Sandy, SILT (ML)
159.5 23.5
10 18 41 59 SS-7 M 158.0 25.0
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-12 BORING LOCATION OFFSET ALIGNMENT 0 HR. 12.5
COLLAR ELEV. 187.0 ft NORTHING EASTING 24 HR. 9.2
TOTAL DEPTH 30.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2111/09 COMPLETED 2/11/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7V/ L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) O.Sft 0 20 40 60 80 100 OI G
187.0 187.0 0.00
Cultivated Soil (9.0 inches)
1 2 4 SS-1 27.6 5/5 Coastal Plain Material: Firm, Wet, Tan, Silty,
184
0
3
0
183.5 3.5 .
.
Medium to Fine Sandy, CLAY (CL)
18 17 14 31 SS-2 13.5 .' Coastal Plain Material: Firm to Dense, Moist
181.0 6.0 to Wet, Silty, Clayey, Coarse to Fine SAND
7 10 8 18. SS-3 14.1 (SC) with Some Pebbles
178.5 8.5
4 6 6 12
.
...... SS 4 13.0
. ...... . .
..
173.5 13.5
14 13 8 21
. SS-5 13.9 ,

168.5
18.5 .... . . . ......... ..
2 5 9 14 SS-6 W
165.0 22.0
163.5 23.5 Residual: Hard, Moist, Brown, Fine Sandy,
SILT
ML
4 13 30 3
.
.
. SS-7 25.3 (
)
158.5 28.5 ........ . .....
.
.
27 14 24 - 38' - - - - - - SS$ 23.4 157.0 30.0
Boring Terminated at 30.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
M TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-13 BORING LOCATION OFFSET ALIGNMENT 0 HR 16.0
COLLAR ELEV. 189.0 ft NORTHING EASTING 24 HR. 9.0
TOTAL DEPTH 25.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/10/09 COMPLETED 2/10/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO.
MOI O
G SOIL AND ROCK DESCRIPTION
189.0
_ 189.0 0.00
188.5 !T Cultivated Soil (9.0 inches)
4 8 13 21
SS-1
M
Coastal Plain Material: Very Firm, Moist,
186
0
185.5 3.5 .
Tan-Red, Silty, Clayey, Medium to Fine SAND 3.0
7 15 20 35 SS-2 M (SC) with Pebbles
183.0 6.0 Coastal Plain Material: Loose to Dense,
9 10 11 2
1 SS-3 M Moist, Tan, Clayey, Silty, Coarse to Fine
SAND (SM) with Some Pebbles
180.5 8.5 1W
7 10 10 20 SS-4
175.5 13.5
6 3 5 e SS-5 W '
172.0 17.0
170.5 18.5 Coastal Plain Material: Loose to Firm, Wet,
1 2 2
4 SS-6 W
ov Tan, Silty, Clayey, Medium to Fine SAND (SC)
_ with Pebbles
165.5 23.5
5 6 9 1s SS-7 W 164.0 25.0
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
zG \ r
It T r j ,
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-14 BORING LOCATION OFFSET ALIGNMENT 0 HR. 14.0
COLLAR ELEV. 192.0 It NORTHING EASTING 24 HR. 11.7
TOTAL DEPTH 29.3 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/16/09 COMPLETED 2/16/09 SURFACE WATER DEPTH
ELEV. DEPTH
1
BLOW COUNT
BLOWS PER FOOT
SAMP.
7
L
O

SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO MOI G
192.0 192.0 0.00

191.0
1.u 1 +• 191.0 Cultivated Soil (12.0 inches) 1.0
3 3 5 SS-1 M Coastal Plain Material: Loose to Dense,
188.5 3.5 Moist, Tan and Red, Silty, Clayey, Medium to
11 16 22 38 SS-2 M Fine SAND (SC)
5
5 5
186
186.0 6.0 .
.
Coastal Plain Material: Stiff to Very Stiff

9
9
11
20
SS 3
M ,
Mast, Red and Tan, Silty, Medium to Fine
183.5 8.5 Sandy, CLAY (CL)
4 6 8 14 SS-4 M
0 12
0
180
178.5 13.5 7-7 .. .
.
Coastal Plain Material: Loose, Wet, Red-Tan,
SAND (SC) with Pebbles at
Sil
Cla
3 3 4 SS-5 W 23
y,
fey,
173.5 18.5
2 4 5 9 SS-6 W
168.5 23.5
3 2 4 SS-7 W
163.5 28.5 0 29
0
163
18 %/.3 SS 8 .
.
P
llite
ti
W
th
d Rock
Tan
Ph
ll
ar
a
ea
ere
:
,
y
y
'R2 7 Boring Terminated at 29.3 feet
Notes:
1. See figure 2 for Approximate Boring
Locations

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (R)
BORING NO. B-15 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 193.0 ft NORTHING EASTING 24 HR. 11.5
TOTAL DEPTH 25.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 Ib. Manual
DATE STARTED 2/16/09 COMPLETED 2/16/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100
NO.
MOI 0
G SOIL AND ROCK DESCRIPTION
193.0 193.0 0.00
192.0 1.0 > 192.0 Cultivated Soil (12.0 inches) 1.0
4 4 5 9 SS-1 M
77' Coastal Plain Material: Stiff, Moist, Tan and
189.5 3.5
o 190.0 Red, Silty, Medium to Fine Sandy, CLAY (CL) 3.0
4 5 6 11 SS-2 M Coastal Plain Material: Firm, Moist, Tan and
187.0 6.0
' 187.5 Red, Silty, Clayey, Medium to Fine SAND (SC) 5.5
5 16 22 38 SS-3 M Residual: Very Stiff to Hard, Moist to Wet,
184.5 8.5 Tan to Red-Brown, Fine Sandy, SILT (ML)
8 12 13 25 SS-4 M

179.5 13.5
7 8 13 21 SS-5 W
1
176.5 16.5

174.5
18.5 Partially Weathered Rock: Tan, Phylllte
50/.5 501.541 SSA
171.0 22.0
169.5 23.5 Residual: Very Hard, Moist, Tan, Fine Sandy,
14 23 45
68 SS-7 M SILT (ML)
168.0 25.0
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
ARd
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-16 BORING LOCATION OFFSET ALIGNMENT 0 HR. 9.2
COLLAR ELEV. 194.0 ft NORTHING EASTING 24 HR. 6.6
TOTAL DEPTH 24.3 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/16/09 COMPLETED 2/16/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO. MOI G
194.0 194.0 0.00

193.0
1.0 > •• 193.0 Cultivated Soil (12.0 inches) 1.0
. 3 3 3 . . . . . SS-1 M Coastal Plain Material: Loose to Dense,
190.5 3.5 Moist, Tan-Brown, Silty, Clayey, Medium to
9 14 19 33 SS-2 M Fine SAND (SC)
188
188.0 6.0 ? .5 5.5
l Pl
i
V
C
t
M
t
l
Stiff t
Stiff
M
i
i

8
9
12
21 .
SS-3 oas
a
a
n
a
er
a
:
o
ery
,
o
st
to Wet, Red and Tan, Silty, Medium to Fine
185.5 8.5 V-7 Sandy, CLAY (CL)
5 5 7 12.
.. ........ . SSA W
... ..... 182.0 12.0

180.5
13.5 Coastal Plain Material: Loose, Wet, Tan, Silty,

3
3
4
i SS-5 W Clayey, Medium to Fine SAND (SC)
175.5 18.5
2 3 2 5 SS-6 W
173.0 21.0

170.5
23.5 Residual: Hard, Moist, Brown, Fine Sandy,
SILT (ML)
170
0 24
0
0 50/.3 SS-7 .
.
Partially Weathered Rods: Brown, Phyllite
1R9_7 1 Boring Terminated at 24.3 feet 24
Notes:
1. See Figure 2 for Approximate Boring
Locations

TRIGON I KLEINFELDER, INC. ,
BORING LOG
DA('_C I nC 4
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-17 BORING LOCATION OFFSET
I ALIGNMENT
0 HR. NGWE
COLLAR ELEV. 180.0 It NORTHING EASTING 24 HR. 7.0
TOTAL DEPTH 23.8 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/2/09 COMPLETED 2/2/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. ? L

(ft)
(ft)
0
5ft
0
5ft
5ft
0
0 2
0 40 60 80 100
NO O SOIL AND ROCK DESCRIPTION
. . . , . MOI G
180.0 180.0 0.00
179.0 1.0 Topsoil (6
0 inches)
3 7 8 15 SS-1 23.5 .
Coastal Plain Material: Stiff, Moist, Tan-Red,
176.5 3.5 Fine
Sandy
Silty
CLAY (CL)
6 7 8 15 SS-2 25.1 ,
,
174.0 6.0 174.5 5.5
6 13 18 s SSA 15
8 ' Coastal Plain Material: Very Firm to Dense,
1 . . Moist
Tan-Red
Silty
Clayey
Coarse to Fine
171.5 8.5 ,
,
,
,
SAND
SC

7
9
12
SS 4
17
3 (
)
z1
.
167.5 12.5
166.5 13.5 Partially Weathered Rock: Brown, Phyllite
41 50/.3 so/
34 0 SS-5
.
161.5 18.5
50/.4 - - - - 50t.44 0 SSA
156.5 23.5

50/.2 156.2 z3.8
Boring Terminated at 23.8 feet

Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
3. Offset 8.0 feet Toward B-10 Because of
Large Trees
4
r {
TRIGON I KLEINFELDEM INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-18 BORING LOCATION OFFSET ALIGNMENT OHM 17.0
COLLAR ELEV. 186.0 ft NORTHING EASTING 24 HR. 10.5
TOTAL DEPTH 25.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/10/09 COMPLETED 2/10109 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) O.Sft 0.5ft 0.5ft 0 20 40 60 80 100 Np MOI G
186.0 186.0 0.00
185.0 1.0 1 Cultivated Soil (7.0 inches)
2 3 4 SS-1 M Coastal Plain Material: Firm to Hard, Moist,
182.5 3.5 Tan-Red, Silty, Medium to Fine Sandy, CLAY
5 9 13 2z SS-2 M (CL)
180.0 6.0
9 13 18 31 SS-3 M
177.5 8.5
6 11 1.5 26 SS-4
........ . ..........
174.0 12.0
Coastal Plain Material: Firm, Wet, Tan,
172.5 13.5 Medium to Fine SAND (SM)
Cla
e
Silt
4 6 8 SS-5 W y,
y,
y
14
169.0 17.0
Residual: Stiff to Very Stiff, Wet, Brown, Fine
167.5 18.5 SILT (ML)
Sand
3 6 7 SS-6 W y,
19
..
162.5 23.5 ...... . . ........
11 9 9 18 SS-7 W 161.0 25.0
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
s
i
i
)
)
i
i
i
i
1
1
)

TRIGON I KLEINFELDER, INC. -
BORING LOG

PAr,F 1 OF: 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-19 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 188.0 ft NORTHING EASTING 24 HR. 10.0
TOTAL DEPTH 24.8 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/2/09 COMPLETED 2/2/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7 L
(ft) (ft) O.Sft 0.5ft 0.5ft 0 2,0 4,0 60 80 100 NO
NO.
MOI O
G SOIL AND ROCK DESCRIPTION
188.0 188.0 0.00

187.0
1.0 > >• 187.0 Cultivated Soil (12.0 inches) 1
o
. 2 5 S 3 SS-1 M .
Coastal Plain Material: Stiff to Hard, Moist,
184.5 3.5
I Red-Tan, Silty, Medium to Fine Sandy, CLAY
9 14 23 37 SS-2 M
M, (CL)
182.0 6.0
..... .. . ..........
5 12 15 27 SS-3 M
179.5 8.5
5 10 14 24
. ........ .......... SS-4 Wd
176.0 12.0
174.5 13.5 Coastal Plain Material: Very Stiff, Moist, Tan,
5 9 11 2!) SS-5 M Fine Sandy, SILT (ML)
171.0 17.0
169.5 18.5 Coastal Plain Material: Very Firm, Moist, Tan,
10 9 17 zs SS-6 10.3 C) Clayey, Coarse to Fine Sandy, GRAVEL
164.5 23.5 6
0

20
25
50/.2
SS-7 1
4.
24.0
Partially Weathered Rock: Brown
Ph
llite
,
y
161 Boring Terminated at 24.8 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
i
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-20 BORING LOCATION OFFSET ALIGNMENT 0 HR. 22.0
COLLAR ELEV. 191.0 ft NORTHING EASTING 24 HR. 11.0
TOTAL DEPTH 25.0 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/10/09 COMPLETED 2110109 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7 L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO MOI G
191.0 191.0 0.00
190.0 1 1.0 1 190.0 Cultivated Soil (12.0 inches) 1.0
2 3 5 SS-1 M Coastal Plain Material: Loose, Moist, Tan,
188
0
3
0
187.5 3.5 .
.
Sim,. Clayey, Medium to Fine SAND (SC)
5 7 10 17 SS-2 M Coastal Plain Material: Stiff to Very Stiff,
185.0 6.0
Moist, Tan and Red, Silty, Medium to Fine
6 10 14 2a SS-3 M Sandy, CLAY (CL)
182.5 8.5
5 6 9 15
.. . .....
.... SS-4 M
.. ..
. 179.0 12.0
177.5 13.5 Coastal Plain Material: Dense, Moist, Tan,
Si
i
C
4 5 26 31 SS-5 M lty,
um to Fine SAND (SC)
layey, Med
174.0 17.0
172.5 18.5 Partially Weathered Rock: Brown, Phyllite
36 50/.3 50
341 SS-6
. . ... . ........
4-
169.0 22.0
167.5 23.5 Residual: Very Hard, Moist, Brown, Fine
30 36 25 ? SS-7 166.0 Sandy, SILT (ML) 25.0
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-21 BORING LOCATION OFFSET ALIGNMENT 0 HR. 19.0
COLLAR ELEV. 193.0 ft NORTHING EASTING 24 HR. 14.0
TOTAL DEPTH 49.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 Ib. Manual
DATE STARTED 2/2/09 COMPLETED 2/2/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7 L
0
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft O.Sft 0 2,0 40 60 80 100 NO MOI G
193.0 193.0 0.00
192.0 1.0 1 1099 Cultivated Soil (9.0 inches)
2 3 4 SS-1 10.1 . • Coastal Plain Material: Loose to Dense,
189.5 3.5 Mast, Tan to Red-Tan, Silty, Clayey, Medium
9 16 20 36 SS-2 12.5 . to Fine SAND (SC)
187.0 6.0 187.5 5.5
l
V
i
6 9 13
22 SS-3 23.2 Coasta
Plain Mater
al:
ery Stiff, Moist, Red
and Tan, Silty, Medium to Fine Sandy, CLAY

184.5
8.5 185.0
8.0
7 10 10 20 SS-4 15.5 Coastal Plain Material: Firm, Moist to Wet,

179.5

13.5

W Red-Tan, Silty, Clayey, Coarse to Fine SAND
(SC) with Pebbles
5 5 7 12 SS-5 -19.9-
174.5- - 18.5 7-7
4 5 6 11
. .. ... . . SS6 18.5
. . ..... ..
171.0 22.0
169.5 23.5 Partially Weathered Rock: Brown, Phyllite
32 500 50/3 SS-7
164.5 28.5
501.5 501..5 SS 8
161.0 32.0
159.5 33.5 Residual: Hard, Moist, Tan, Fine Sandy, SILT
18 13 18 31 SS-9 30.8 (ML)
156.0 37.0
154.5 38.5 Partially Weathered Rock: Brown, Phyllite
32 50/.5
1
0 SS -10
149.5 43.5 50/.5
26 50/.2 50/.21 1 SS-11
144.5 48.5

0 49
188
0
50/.5 • SS-12 .
.
0 feet
Boring Terminated at 49
.
Notes:
1. See Figure 2 for Approximate Boring
Locations

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-22 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 193.0 ft NORTHING EASTING 24 HR. 14.2
TOTAL DEPTH 25.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/12/09 COMPLETED 2/12/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 2,0 40 60 80 100 Np MOI G
193.0 193.0 0.
192.0 1.0 > •• 192.0 Cultivated Soil (12.0 inches) 1.0
3 4 4 SS-1 M Coastal Plain Material: Loose to Very Firm,
189.5 3.5 Moist, Red-Tan, Silty, Clayey, Coarse to Fine
10 13 14 27 SS-2 M SAND (SC) with Pebbles
187.0 6.0
9 9 10 19 SS-3 M
184.5 8.5
10 13 15 2s. SS-4 M -
181.0 12.0
179.5 13.5 Coastal Plain Material: Dense, Moist, Tan,
8 9 23 32 SS-5 15.0 Silty, Clayey, Coarse to Fine Sandy, GRAVEL
(GC)
176.0 17.0
174.5 18.5 Residual: Very Stiff, Mast, Brown, Fine
6 6 11
.... 17
.... . ... ...... SS-6 M Sandy, SILT (ML)
169.5 23.5

22
31
50/.5
SS-7 1ss.o 2a.o
Partially Weathered Rock: Brown, Phyllite
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGW E = No Groundwater Encountered
TRIGON I KLEINFELDER, INC. ,
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-23 BORING LOCATION OFFSET ALIGNMENT O HR. 16.0
COLLAR ELEV. 194.0 ft NORTHING EASTING 24 HR. 5.0
TOTAL DEPTH 24.4 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/3/09 COMPLETED 2/3/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft O.Sft 0.5ft 0 20 40 60 80 100 NO MOI G
194.0 194.0 0.00
193.0 1.0 > +•
1931 Topsoil (10.0 inches)
3 2 2 4 SS-1 M Coastal Plain Material: Very Loose to Very
3.5 Firm, Moist, Red-Tan, Silty, Clayey, Medium to
4 6 10 SS-2 V# Fine SAND (SC)
F 16
6.0
8 12 16 28 SS-3 M
0
0 8
186
185.5 8.5 .
.
Stiff
Moist
Coastal Plain Material: Ver

7
8
11
19
SSA
M ,
,
y
Red-Tan, Silty, Medium to Fine Sandy, CLAY
(CL)
12.0
182.0
180.5 13.5 Coastal Plain Material: Firm, Moist, Tan, Silty,
Coarse to Fine SAND (SC) with
Cl
8 8 10 SS-5 M ayey,
18 Pebbles
.... .... . ..... ....
175.5 18.5
0
0 19
175
29 50/.4 50/4 SS 6 .
.
Partially Weathered Rock: Tan-Brown,
Phyllite
170.5 23.5
24 50/
4 SS-7 169.6 24.4
-
- -
.
- Boring Terminated at 24.4 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. Offset 5.5 feet Towards B-24
1
s
i
i

i
i
J
u
7

J
r
t
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-24 BORING LOCATION OFFSET ALIGNMENT 0 HR. 17.2
COLLAR ELEV. 194.0 It NORTHING EASTING 24 HR. 7.3
TOTAL DEPTH 24.8 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/17/09 COMPLETED 2/17/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO. MOI G
194.0 194.0 0.00
193.0 1.0 > +• 193.0 Cultivated Soil (12.0 inches) to
4 4 6 10 SS-1 M Coastal Plain Material: Loose, Moist, Brown,
190.5 3.5 191'0 Silty, Medium to Fine SAND (SM) 3.0
2 4 4 SS-2 M Coastal Plain Material: Loose to Very Firm,
188.0 6.0
Moist to Wet, Red-Tan and Gray, Silty, Clayey,
8 12 17 29 SS -3 4vI Coarse to Fine SAND (SC)
185.5 8.5
8 14 16 30 SS-4 M
180.5 13.5
5 8 10 ie SS5 M
V /01-1
175.5 18.5
3 4 SS-6 W

170.5
23.5 . ...... . ..........
170
0 2a
o
17 25 50/.3 SS-7 .
.
Partially Weathered Rods: Brown
Phyllite
,
Boring Tenninated at 24.8 feet 24
Notes:
1. See Figure 2 for Approximate Boring
Locations
TRIGON I KLEINFELDER, INC.
BORING LOG '
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-25 BORING LOCATION OFFSET ALIGNMENT O HR. NGWE
COLLAR ELEV. 194.0 It NORTHING EASTING 24 HR. 8.0
TOTAL DEPTH 24.5 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 213/09 COMPLETED 2/3/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
O
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 2,0 4,0 6,0 8,0 100
NO.
MOI
G SOIL AND ROCK DESCRIPTION
194.0 194.0 0.00
193.0 1.0 >> r• 192.8 Cultivated Soil (15.0 inches) 1
2
3 2 2 4 SS-1 8.9 .
Coastal Plain Material: Very Loose, Moist,
191
0
190.5 3.5 .
Tan, Silty, Medium to Fine SAND (SM) 3.0
6 12 21 33 SS-2 17.5 Coastal Plain Material: Firm to Dense, Moist
188.0 6.0 to Wet, Red-Tan, Silty, Clayey, Coarse to Fine
7 10 10 20 SS-3 15.9 SAND (SC)
185.5 8.5
5 8 11 19 SS-4 25.6
180.5 13.5
3 5 6 1 SS5 20.4 ,
177.0 17.0
175.5 18.5 Residual: Very Hard, Moist, Tan-Brown, Fine
4 22 40 2 SS-6 19.5 Sandy, SILT (ML)
170.5. -23.5 1170
0

21
50/.5
SS-7 .
24.0
Partially Weathered Rods: Tan Brown,
Phyllite
Boring Terminated at 24.5 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-26 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 182.0 ft NORTHING EASTING 24 HR. 10.0
TOTAL DEPTH 19.4 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/23/09 COMPLETED 2/23/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) O.Sft 0.5ft 0.5ft 0 20 4,0 6,0 80 100 NO. MOI G
182.0 162.0 0.00
181.0 1.0 Topsoil (6.0 inches)
2 2 3 5. SS-1 M Coastal Plain Material: Loose to Firm, Moist,
178.5 3.5 Tan, Silty, Clayey, Medium to Fine SAND (SC)
6 7 12 1s SS-2 M
1
6
5
176.0 6.0 7
.
5.5
Strff t
R
id
l
V
V
H
d
M
i
t
G
5 7 15 SS-3 M es
ua
:
ery
o
ery
ar
,
o
s
,
ray
and Tan, Clayey, Fine Sandy, SILT (ML)
173.5 8.5
20 24 35
.. . . y
.......
. SS-4 V.0
.... . . 170.0 12.0
168.5 13.5 Partially Weathered Rock: Tan-Brown,
42 50/.4
4
50/ SS-5 Phyllite
163.5 18.5 .
33 501.4
.......... ... ...... SS$ 162.6 19.4
Boring Terminated at 19.4 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
TRIGON I KLEINFELDER, INC.
BORING LOG

PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-27 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 185.0 ft NORTHING EASTING 24 HR. 8.0
TOTAL DEPTH 25.0 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/9/09 COMPLETED 2/9/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
O
SOIL AND RO
P
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO
NO.
MOI
G CK DESCRI
TION
185.0 185.0 0.00
184.0 1.0 > ••
ia4 i Cultivated Soil (10.0 inches)
2 2 3 5. SS-1 M Coastal Plain Material: Loose, Moist, Tan,
181.5 3.5 182.0 Silty, Clayey, Medium to Fine SAND (SC) 3.0
4 7 10 17 SS-2 M Coastal Plain Material: Stiff to Very Stiff,
179.0 6.0 Moist, Red-Tan, Silty, Medium to Fine Sandy,
6 11 15
26 SS-3 CLAY (CL)
176.5 8.5
3 5 8 13 SS-4 M
173.0 12.0
171.5 13.5 Coastal Plain Material: Firm, Moist, Tan, Silty,
14 8 8 18 SS-5 M Clayey, Coarse to Fine Sandy, GRAVEL (GC)
168.0 17.0
166.5 18.5 Partially Weathered Rock: Tan-Brown,
32 50/.5 SS 6 Phyllite
50/.5
163.0 22.0
161.5 23.5
-
-
- Residual: Very Hard, Moist, Tan-Brown, Fine
23 47 F34 81 SS-7 M 160.0 Sandy, SILT (ML) 25.0
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGW E = No Groundwater Encountered

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-28 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 188.0 It NORTHING EASTING 24 HR. 15.0
TOTAL DEPTH 23.8 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/10/09 COMPLETED 2/10/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO. MOI G

0
188 168.0 0.00
.
187
0 Cultivated Soil (9.0 inches)

. 3 3 5 5 10 SS-1 21.1 Coastal Plain Material: Stiff to Very Stiff,
Moist, Red-Tan, Silly, Medium to Fine Sandy,
3.5 CLAY (CL)
F 7 10 15 2
5
SS-2
19.9
6.0
7 11 16
27 SS-3 21 A
0 8.0
180
.5 8.5
' .
Coastal Plain Material: Firm, Wet, Red and

5
6
8 14
SSA
20.3
.
Tan, Silty, Clayey, Fine SAND (SC)

176.0 12.0
Coastal Plain Material: Stiff, Wet, Red and
174.5 13.5 Silty, Medium to Fine Sandy, CLAY (CL)
Tan
2 4 7 1 SS-5 23.8 ,

171.0 17.0
Partially Weathered Rods: Tan-Brown,
169.5 18.5 Phyllite
50/.4 50/.4 SS 6
164
5 23.5 164.2 23.8
. 50/.3 SS-7 Boring Terminated at 23.8 feet

Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGW E = No Groundwater Encountered
0
0
c?
0
0
U
Z
a
t2
O_
W
U'
Z
N
WW
O
co
O
O
2

TRIGON I KLEINFELDER, INC.
BORING LOG
PAr,F 1 nF 1
o 1 0 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-29 BORING LOCATION OFFSET ALIGNMENT 0 HR. 14.0
COLLAR ELEV. 190.0 It NORTHING EASTING 24 HR. 12.0
TOTAL DEPTH 25.0 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/10/09 COMPLETED 2/10/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7 L

(ft)
(ft)
0.5ft
0.5ft
0.5ft 0 20 40 60 80 100
NO.
MOI O
G SOIL AND ROCK DESCRIPTION
190.0 190.0 0.00
189.0 1.0
> +•
189.0 Cultivated Soil (12.0 inches) 1
0
3 3 3 SS-1 M .
Coastal Plain Material: Loose to Finn, Moist,
186.5 3.5 Tan, Clayey, Silty, Medium to Fine SAND (SM)
4 4 7 1 SS-2 M
184.0 6.0 184.5 5.5
7 11 16 z7 SS-3 M Coastal Plain Material: Stiff to Very Stiff, Moist
to Wet
Red and Tan
Silty
Medium to Fine
181.5 8.5 ,
,
,
Sandy
CLAY (CL)
6 10 15 25 .
........ . ...... ... SSA M ,
........ . ..........
........ . .. .......
176.5 13.5
5 7 10 11? SS-5

171.5

18.5 ........ . .. .......
........ . .. ..... .
4 6 9 . . 15 . SS-6 W
168.0 22.0
166.5 23.5 Residual: Very Stiff, Moist, Tan-Brown, Fine
8 7 10 ?? SS-7 M 165.0 Sandy, SILT (ML) 25.0
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
F.
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUNDWATER(ft)
BORING NO. B-30 BORING LOCATION OFFSET ALIGNMENT 0 HR. 13.0
COLLAR ELEV. 191.0 ft NORTHING EASTING 24 HR. 11.8
TOTAL DEPTH 28.7 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/12/09 COMPLETED 2/12109 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 2,0 4,0 6,0 8,0 10,0 NO. M0
I G
191.0 191.0 0.00
190.0 1.0 > >• 190.0 Cukivated Soil (12.0 inches) 1.0
3 2 3 5. SS-1 M Coastal Plain Material: Loose, Moist, Tan,
166
0
187.5 3.5 . . . . . '
Silty, Medium to Fine SAND (SM) 3.0
8 10 14 24 SS-2 M Coastal Plain Material: Very Stiff, Moist,
185.0 6.0 Red-Tan, Silty, Medium to Fine Sandy, CLAY
8 12 17 29 SS-3 M (CL)
182.5 8.5
9 12 14 26.
..
. SS-4 M
..... .. . ......
.
..... .. . ..........
..... .. . ..........
177.5 13.5
7
11
13
24
......... ...
SS-5
M

1
........
. ...... . ........ .
174.0 17.0
172.5 18.5 Coastal Plain Material: Very Stiff, Wet, Tan,
3 9 12 2t SS- W Medium to Fine Sandy, Clayey, SILT (ML) with
Gravel
169.0 22.0
167.5 23.5 Residual: Very Hard, Moist, Tan-Brown, Fine
17- -29- -43
72 SS-7 M Sandy, SILT (ML)
166.0 25.0

162.5

28.5 Partially Weathered Rods: Tan-Brown,
Phyllite
162.3 28.7
50/.2 SS 8 Boring Terminated at 28.7 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations

TRIGON I KLEINFELDER, INC. ,
BORING LOG
PA(_G 1 nG 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-31 BORING LOCATION OFFSET ALIGNMENT 0 HR. 11.4
COLLAR ELEV. 190.0 ft NORTHING EASTING 24 HR. 10.4
TOTAL DEPTH 28.9 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 Ib. Manual
DATE STARTED 2/12/09 COMPLETED 2/12/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP.
L
(ft) (ft) 0.5ft O.Sft 0.511 0 2,0 40 60 80 100
N
0.
MOI 0
G SOIL AND ROCK DESCRIPTION
190.0
190.0 0.0
> >• 189
0 Cultivated Soil (12
0 inches)

3
3
4
SS-1
M

77 .
.
1.0
Coastal Plain Material: Loose to Very Firm,
-
186.5 3.5 Moist, Tan to Red, Silty
Clayey
Medium to
7 10 19 29 SS-2 M ,
,
Fine SAND (SC)
184.0 6.0 184.5 5.5
10 11 15 26 SS3 M Coastal Plain Material: Very Stiff, Moist,
Red-Tan
Silty
Medium to Fine Sand
CLAY
181.5 8.5 ,
,
y,
(CL)
7 13 13 26
.. ..... . ... .. .. ... SS-4

176.5
13.5 .. .. .. . ..........
8 11 14 25 SS5 M
..... .. . ... .. ...
173.0 17.0
171.5 18.5 Coastal Plain Material: Loose, Wet, Tan, Silty,
W OH 1 4 5 SS-6 W Coarse to Fine SAND (SM) with Pebbles
168.0 22.0
166.5 23.5 Coastal Plain Material: Firm, Wet, Broom,
17- -8- -5- 13 SS-7 W Silty, Clayey, Coarse to Fine SAND (SC) with
Pebbles
163.0 27
0
161.5 28.5 .
Partially Weathered Rock: Brown, Phyllite
4
50/ 161.1
28.9
' SS-8 Boring Terminated at 28.9 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
i Y ?y ? t
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-32 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 190.0 ft NORTHING EASTING 24 HR. 3.8
TOTAL DEPTH 25.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/24/09 COMPLETED 2124/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0-511 O.Sft 0.5ft 0 20 40 60 8,0 100 NO. MOI G
190.0 190.0 0.00
189.0 1.0 . . . Topsoil (8.0 inches)
2 1 1 2 SS-1 M Coastal Plain Material: Very Loose, Moist,
187
0
186.5 3.5 - .
Tan, Silty, Medium to Fine SAND (SM) 3.0
4 4 6 16 SS-2 Coastal Plain Material: Firm to Very Firm,
184.0 6.0 Moist, Red-Tan, Silty, Clayey, Medium to Fine
8 12 15 27
SS 3
M
•
SAND (SC)
181.5 8.5

11
14
14 28
SS 4
M
178.0 12.0

176.5
13.5 Coastal Plain Material: Very Stiff, Moist, Tan
6 10 12 22
22 SS-5 M

1 and Gray, Fine Sandy, Silty, CLAY (CL)
173.0 17.0
171.5 18.5 Residual: Hard to Very Hard, Moist,
5 15 22 37 SS 6 M Tan-Brown, Fine Sandy, SILT (ML)
166.5 23.5
-
-
-
-
22 27 2 8 55 SS-7 M 165.0 25.0
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGW E = No Groundwater Encountered
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-33 BORING LOCATION OFFSET ALIGNMENT 0 HR. 14.2
COLLAR ELEV. 191.0 ft NORTHING EASTING 24 HR. 14.2
TOTAL DEPTH 20.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/25/09 COMPLETED 2/25/09 SURFACE WATER DEPTH
ELEV DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
. 7/ O SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 2,0 4,0 60 80 100 NO, ol G
191.0 191.0 0.00
190.0 1.0 Topsoil (7.0 inches)
4 3 1 4 SS-1 M Coastal Plain Material: Very Loose, Moist,
3
0
188
0
187.5 3.5 .
'
Tan, Silty, Medium to Fine SAND (SM)
4 6 7 SS-2 M Moist
Coastal Plain Material: Firm to Dense
3 ,
,
185.0 6.0 Tan, Silty, Clayey, Medium to Fine SAND (SC)
t
bbl
t 8
0
11
0 f
i
h P
11 17 19 SS-3 M .
-
.
ee
w
t
e
es a
36
182.5 8.5
9 10 10 o
. SS-4 M
.... ... . ..... .. 179.0 12.0
Coastal Plain Material: Very Loose, Wet, Tan,
177.5 13.5 Medium to Fine SAND (SC)
Silt
Cla
e
2 2 2 SS-5 W y
y,
y,
4
174.0 17.0
Residual: Very Hard, Moist, Tan-Brown, Fine
172.5 18.5 Iff Sand
SILT (ML)
24 31 44 75 SS-8 M y,
171.0 20.0
Boring Terminated at 20.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
i

S
i
i
)
7
J

s ? L F
F?
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-34 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 193.0 ft NORTHING EASTING 24 HR. 7.1
TOTAL DEPTH 20.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/17/09 COMPLETED 2/17/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7 L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO. MOI G
193.0 193.0 0.00
192.0 1.0 1 •• 192.0 Cultivated Soil (12.0 inches) 1.0
4 2 2 SS-1 M Coastal Plain Material: Very Loose to Very
3.5 Firm, Moist, Tan, Clayey, Silty, Medium to Fine
F 7 10 15 25 SS-2 M SAND (SM)
187
5 5
5
6.0 .
.
stal Plain
C
10 11 16 .
27 SSA
oa
Moist Red -Tan, Silty, Clayey, Medium to Fine
184.6 8.5
_
_
_
_
_ SAND (SC)
10 9 9 18.
. SS-4 M
..
.... ...............
. 181.0 12.0
179.5 13.5 Partially Weathered Rock: Brown, Phyllite
33 50/.5
50/
540 SS5
174.5 18.5 . 174.5 18.5
37 31 32 s3 SS-6 M Residual-
)ard, Moist, Brown, Fine 20.0
173.0
M
ndy, SILT (
L
Sa
Boring Terminated at 20.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGW E = No Groundwater Encountered

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-35 BORING LOCATION OFFSET ALIGNMENT 0 HR. 12.2
COLLAR ELEV. 196.0 ft NORTHING EASTING 24 HR. 9.0
TOTAL DEPTH 24.3 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/17/09 COMPLETED 2/17/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
0
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 2,0 4,0 60 80 100 NO
.
MOI
G SOIL AND ROCK DESCRIPTION
196.0 196.0 0.00
195.0 1.0 > >• 195.0 Cultivated Soil (12.0 inches) 1.0
6 9 12 21
SS-1
M
Coastal Plain Material: Very Firm, Moist, Tan,
0
192.5 3.5 193'
Clayey, Silty, Medium to Fine SAND (SM) 3.0

8
9
16 s
SS-2
M
Coastal Plain Material: Very Firm to Very
190.0 6.0 Dense, Moist, Red-Tan to Gray, Silty, Clayey,
20 23 33
56 SS-3 M Medium to Fine SAND (SC)
187.5 8.5 w
12 14 17
.
.. 1
. . .......... SSA
...
. 184.0 12.0
182.5 13.5 Coastal Plain Material: Very Stiff, Moist,
7 8 12 20 SS-5 M Tan-Gray, Silty, Fine Sandy, CLAY (CL)

177
5

18
5 .... ... . ... ... ..
178.0 18.0
. .
2
2
3

5
SS-6
W Coastal Plain Material: Loose, Wet, Tan, Silty,

Clayey, Coarse to Fine SAND (SC)
172.5 23.5 172
0

4
/.3
SS-7 .
24.0
Partially Weathered Rock: Brown, Phyllite
Boring Terminated at 24.3 feet 24
Notes:
1. See Figure 2 for Approximate Boring
Locations
6 ,
TRIGON I KLEINFELDER, INC.
BORING LOG

PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-36 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 182.0 ft NORTHING EASTING 24 HR. 6.5
TOTAL DEPTH 24.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/9/09 COMPLETED 2/9/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
0
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5fl 0.5ft 0.5ft 0 20 40 60 80 100 NO. MOI G
182.0 182.0 0.00
181.0 1.0 ne
Cultivated Soil (7.0 inches)
3 3 3 SS-1 M Coastal Plain Material: Loose, Moist, Tan,
179
0
3
0
178.5 3.5 .
.
Silty, Medium to Fine SAND (SM)
4 7 11 18 SS-2 M Coastal Plain Material: Finn to Very Firm,
176.0 6.0 ' • Moist, Red-Tan, Silty, Clayey, Medium to Fine
6 9 13
22

22 SS-3 SAND (SC)

174
0 8
0
173.5 8.5 .. . . . . . .
.
Coastal Plain Material: Stiff to Ver
Stiff

5
8
10
78,
SSA
M y
,
Moist, Red and Tan, Silty, Medium to Fine

168.5

13.5
... .... . .......... Sandy, CLAY (CL)
3 4 8 12.
. .
........ SS-5 M
........
.
....... ............
164.0 18.0
163.5 18.5
9
11
16
SSA
M Residual: Very Stiff, Moist, Tan-Brown, Fine
Sandy, SILT (ML)
...... .. . ... .......
160.0 22.0
158.5 23.5 Partially Weathered Rock: Brown, Phyllite
158
0 24
0
50/.5 SS-7 .
.
Boring Terminated at 24
0 feet
.
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGW E = No Groundwater Encountered
a
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1

PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-37 BORING LOCATION OFFSET ALIGNMENT 0 HR NGWE
COLLAR ELEV. 185.0 It NORTHING EASTING 24 HR 8.3
TOTAL DEPTH 19.5 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/9/09 COMPLETED 2/9/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7 L
(ft) (ft) O.Sft O.Sft 0.5ft 0 2,0 4,0 60 8,0 100 NO
NO.
MOI 0
G SOIL AND ROCK DESCRIPTION
185.0 185.0 0.00
184.0 1.0 > •• 184.0 Cultivated Soil (12.0 inches) 1
0
2 2 4 SS-1 M .
Coastal Plain Material: Loose to Firm, Moist,
181.5 3.5 Tan to Red, Silty, Clayey, Medium to Fine
5 7 12 19 SS-2 M SAND (SC)
179.0 6.0
5 7 13 20 SS-3 M
176.5 8.5 177.0 8.0
8 8 10 18 SS 4 M Coastal Plain Material: Stiff to Very Stiff,
Moist
Red-Tan
Silty
Medium to Fine Sandy

71.5

3.5

. . .... . ........ . ,
,
,
,
CLAY (CL)
4 5 8 13 . . .
... .. . ....... SS-5 M
. .
168.0 17.0
166.5 18.5 Partially Weathered Rock: Brown, Phyllite
10_ -50/.5 - - - - - - - - - - SS-6 165.5 19.5
- Boring Terminated at 19.5 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-38 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 188.0 ft NORTHING EASTING 24 HR. 10.5
TOTAL DEPTH 19.2 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/9/09 COMPLETED 2/9/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. ? L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft O.Sft 0.5ft 0 20 40 60 80 100 NO MOI G
188.0 188.0 0.00
187.0 1.0 1 -187-2- Cultivated Soil (9.0 inches)
2 5 8 13 SS-1 M Coastal Plain Material: Firm to Dense, Moist,
3.5 Red-Tan, Silty, Clayey, Medium to Fine SAND
P 8 13 18 31 SS-2 M 182 (SC)
5 5
5
6.0 .
.
t
l Pl
i
M
t
l
Stiff t
V
Stiff
C
i

8
8
11
19
SS-3
M oas
a
a
n
a
er
a
:
o
ery
,
Moist, Tan and Red, Silty, Medium to Fine
.5179 8.5 Sandy, CLAY (CL)
3 4 8 112 SS-4
... ....... ..........
176.0 12.0
174.5 13.5 Coastal Plain Material: Firm, Moist, Tan-Red,
12 11 9 20 SS-5 M Silty Clayey, Coarse to Fine SAND (SC) with
Pebbles
171.0 17.0
169.5 18.5 Partially Weathered Rock: Brown, PhyIIRe
5 /
2 SS5 168.8 19.2
. • Boring Terminated at 19.2 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-39 BORING LOCATION OFFSET ALIGNMENT 0 HR. 14.0
COLLAR ELEV. 189.0 ft NORTHING EASTING 24 HR 11.0
TOTAL DEPTH 25.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/10/09 COMPLETED 2/10/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft O.Sft 0 20 4,0 60 80 100 NO MOI G
189.0 189.0 0.00
188.0 1.0 > +• 188.0 Cultivated Soil (12.0 inches) 1.0
2 3 7 10 SS-1 M Coastal Plain Material: Loose, Moist, Tan,
186
0
3
0
185.5 3.5 .
.
Silly, Medium to Fine SAND ISM)
3 5 9 14 SS-2 M Coastal Plain Material: Finn to Very Firm,
183.0 6.0 Moist, Tan and Red, Silty, Clayey, Medium to
10 11 13 24 SS3 M Fine SAND (SC)
181
0
180.5 8.5 .
8.0
l Pl
i
M
t
l
V
Stiff
M
i
t
C
t
i
R
d
6 8 11 19 SSA M n
er
:
,
,
oas
a
a
a
a
ery
o
s
e
and Tan, Silty, Medium to Fine Sandy, CLAY
177.0 (CL) 12.0
175.5 13.5 77 Coastal Plain Material: Very Stiff, Wet,
R
d
T
M
di
t
Fi
S
d
Cl
SILT
5 7 11 18 SS-5 W e
-
an,
e
um
o
ne
an
y,
ayey,
(ML)
172.0 17.0
170.5 18.5 Coastal Plain Material: Dense, Wet, Tan,
Silt
Cl
C
t
Fi
S
d
GRAVEL
9 9 23 32 SS-6 W y,
ayey,
oarse
o
ne
an
y,
(GC)
187.0 22.0
165.5 23.5 Residual: Very Stiff, Wet, Brown, Fine Sandy,
SILT
ML

5
6
17
23' - - - -
SS-7
W (
)
164.0 25.0
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-40 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 188.0 ft NORTHING EASTING 24 HR. NGWE
TOTAL DEPTH 20.0 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/3/09 COMPLETED 2/3/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7V/ L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0 20 40 60 80 100 OI G
188.0 188.0 0.00
187.0 1.0 1 IR72 CUttivated Soil (9.0 inches)
1 2 2 2 SS-1 M Coastal Plain Material: Loose to Firm, Moist
184.5 3.5 Tan, Clayey, Silty, Medium to Fine SAND (SM)
1 4 8 6 14 SS-2 M
5 5
5
182
182.0 6.0 .
.
Coastal Plain Material: Ver
Stiff to Hard

9
13
19
32
SSA
M ,
y
Moist, Tan and Red, Silty, Medium to Fine
179.5 8.5 Sandy, CLAY (CL)
7 9 13 22
..
. SS-4 M

174.5

13.5 ........ . ......
.
.... ... . ... .. .. ...
........ . ..........
5 7 10 17
.
... SS-5 M
169.5 18.5 ..
........ . ...
5 10 13 23 SS-6 M 168.0 20.0
Boring Terminated at 20.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
(rrr-
i ?
TRIGON I KLEINFELDER, INC.
BORING LOG
PAr.F 1 OF: 1

PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-41 BORING LOCATION OFFSET I ALIGNMENT 0 HR 8.2
COLLAR ELEV. 187.0 ft NORTHING EASTING 24 HR 6.3
TOTAL DEPTH 24.9 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/19/09 COMPLETED 2119/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7 L
(ft) (ft) O.Sft O.Sft 0.5ft 0 20 40 60 80 100
NO.
MOI O
G SOIL AND ROCK DESCRIPTION
187.0 187.0 0,00
186.0 1.0
Topsoil (7 inches)
3 2 3 s SS-1 7.1 Coastal Plain Material: Loose, Dry, Tan, Silty,
183.5 3.5 184.0 Medium to Fine SAND (SM) 3.0
7 6 6 i2 SS-2 15.7 .' Coastal Plain Material: Firm to Very Firm,
181.0 6.0 v Moist, Red and Tan, Silty, Clayey. Medium to
12 14 15 2g SS-3 15.3 Fine SAND (SC)

178.5
8.5 179.0 8.0

9
17
21
38
SS -4
25.2 Coastal Plain Material: Very Stiff to Hard,
Wet
Silty
Medium to Fine Sandy
CLAY (CL)

173.5
13.5 ...... . . ... .. ... . ,
,
,
8 9 14 29 SS-5 25.5
. 170.0 17.0
168.5 18.5 Coastal Plain Material: Firm, Wet, Tan, Silty,
4 4 7 SS-6 24.6 •: Clayey, Medium to Fine SAND (SC)
163.5 23.5

4
29
50/.4
SS-7
rill 163.0 24.0
Partially Weathered Rock: Brown
Phyllite
,
1 -r Boring Terminated at 24.9 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B42 BORING LOCATION OFFSET ALIGNMENT OHM 10.5
COLLAR ELEV. 186.0 It NORTHING EASTING 24 HR. 2.5
TOTAL DEPTH 20.0 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2124/09 COMPLETED 2/24/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP.

7M L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 10,0 NO. OI G
186.0 186.0 0.00
185.0 1.0
Topsoil (7.0 inches)
2 2 2 4 . SS -1 19.6 .' Coastal Plain Material: Very Loose, Wet, Tan,
182.5 3.5 183.0 Silty, Clayey, Medium to Fine SAND (SC) 3.0
3 4 6 t0 SS-2 12.6 •;' Coastal Plain Material: Loose, Moist, Tan,
8
180.0 6.0 1
0.5 Clayey, Silty, Medium to Fine SAND (SM) 5.5
4 7 7 14 SS-3 27.2 Coastal Plain Material: Stiff to Very Stiff, Moist
177.5 8.5
to Wet, Tan and Red, Silty, Medium to Fine
6 7 9 16
........ . ... ...... SS-4 18.7 Sandy, CLAY (CL)
174.0 12.0
172.5 13.5 Coastal Plain Material: Firm, Wet, Tan, Silty,
6 7 7 14 SS-5 19.0 1. Clayey, Coarse to Fine SAND (SC) with
Pebbles
167.5 18.5
4 6 6 11,2 SS :0 19.7 , 166.0 20.0
Boring Terminated at 20.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
TRIGON I KLEINFELDER, INC. ,
BORING LOG

PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-43 BORING LOCATION OFFSET ALIGNMENT 0 HR. 13.0
COLLAR ELEV. 188.0 ft NORTHING EASTING 24 HR. 13.0
TOTAL DEPTH 23.7 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/25/09 COMPLETED 2/25/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
0
(ft) (ft) O.Sft 0.5ft 0.5ft 0 2,0 4,0 60 1,0 100
NO.
MOl
G SOIL AND ROCK DESCRIPTION
188.0 186.0 0.00
187.0 1.0 iR7 4 Topsoil (7.0 inches)
1 2 2 4 SS-1 W Coastal Plain Material: Very Loose, Wet, Tan,
184.5 3.5 185'0 Silly, Medium to Fine SAND (SM) 3.0
4 4 5 SS-2 M Coastal Plain Material: Loose to Very Firm,
182.0 6.0 Moist, Tan and Gray, Silly, Clayey, Medium to
10 14 14 28 SS-3 M Fine SAND (SC) with Some Pebbles
179.5 8.5
9 12 15 27 SS-4 M
174
5 13
5
. . 7 7 9 1s SS-5 M
. 171.0 17.0
169.5 18.5 Coastal Plain Material: Dense, Wet, Tan,
7 15 17 1032 SS-6 W Silty, Clayey, Coarse to Fine Sandy, GRAVEL
166.0 22.0
164.5 23.5 164.3 Partially Weathered Rock: Tan-Brown, 23
7
50/
2 SS-7 .
Phyllite
. Boring Terminated at 23.7 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations

`ra

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-44 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 192.0 It NORTHING EASTING 24 HR. 4.1
TOTAL DEPTH 19.8 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/17/09 COMPLETED 2/17/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft O.Sft 0.5ft 0 2,0 4,0 60 80 100 NO. MOI G
192.0 192.0 0.
191.0 1.0 > 191.0 Cultivated Soil (12.0 inches) 1.0
3 4 4 SS-1 14.7 Coastal Plain Material: Firm to Stiff, Moist,
188.5 3.5 Tan, Silty, Medium to Fine Sandy, CLAY (CL)
4 6 9 15 SS-2 21.7
186.0 6.0 186.5 5.5
8 10 11 21 . . . . . SS-3 12.0 Gray Coastal Silty
Clayey
Medium to FinetSAND
183.5 8.5
-
-
-
-
- ,
,
18a.o
(SC) 8.0
15 16 12 y SS-4 14.2 Residual: Very Stiff to Hard, Moist, Brown,

178.5

13.5

-

-
-
........ . ... ...... Clayey, Fine Sandy, SILT (ML)
15 16 23 39 SS-5 17.0
175.0 17.0
173.5 18.5 Partially Weathered Rock: Brown, Phyllite
31 44 50/3 -S-S$1 172.2 19.8
Boring Terminated at 19.8 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
TRIGON I KLEINFELDER, INC. . ,
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B45 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 183.0 ft NORTHING EASTING 24 HR. 4.8
TOTAL DEPTH 19.5 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/23/09 COMPLETED 2/23/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) O.Sft O.Sft 0.5ft 0 2,0 4,0 60 80 100 NO. MOI G
183.0 183.0 0.0
182.0 1.0
Topsoil(6.Oinches)
2 3 3 SS-1 23.6 Coastal Plain Material: Firm, Moist, Tan, Silty,
180
3
0
0
179.5 3.5 .
.
Coarse to Fine Sandy, CLAY (CL) with Some
3 4 7 ti SS-2 24.1 Pebbles
177.0 6.0 Residual: Stiff to Hard, Dry to Moist, Tan,
10 12 12 4 SS-3 18.6 Clayey, Fine Sandy, SILT (ML)
174.5 8.5
11 14 23 37 SS4 22.0

169.5
13.5 ........ . .. ... ...
7 9 9 18 SS-5 28.6
.... .... . .. ... ...
166.0 17.0
164.5 18.5 Partially Weathered Rods: Tan, Phyllite
27 50/5 SS-6 163.5 19.5
-
- -
- Boring Terminated at 19.5 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
a
N ?
L_
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-46 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 186.0 It NORTHING EASTING 24 HR. 6.5
TOTAL DEPTH 24.7 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/9/09 COMPLETED 2/9/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
0
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 4,0 6,0 8,0 1,00 NO. MOI G
186.0 186.0 0.
185.0 1.0 Cultivated Soil (7.0 inches) n-A
3 3 4 SS-1 M Coastal Plain Material: Loose to Very Finn,
182.5 3.5 Moist, Tan and Red, Silty, Clayey, Medium to
7 10 14 24 SS-2 M Fine SAND (SC)
180.0 6.0 . .
8 12 14 SS-3
177.5 8.5
-
-
-
-
7 10 14 24 SS-4 M '
174.0 12.0
172.5 13.5 Coastal Plain Material: Stiff, Wet, Red-Tan,
3 5 5 10
. . ........ SS-5 W Silty, Medium to Fine Sandy, CLAY (CL)
..
.. .....
..... . . ........
169.0 17.0

167.5
18.5 Coastal Plain Material: Stiff, Wet, Tan,
2 3 6
9.
... .... . ... SS-6 W Clayey, Fine Sandy, SILT (ML)
162.5 23.5 .. ..... 162
0 24
0
25 35 50/.2 SS-7 .
.
Partiall
Weathered Rock: Brown
Ph
litte
y
,
y
Boring Terminated at 24.7 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGW E = No Groundwater Encountered
3. Offset 10.0 feet Towards B-37 Because of
Large Tree
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Hamett Health System Hospital GROUND WATER (ft)
BORING NO. B-47 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 187.0 It NORTHING EASTING 24 HR 9.0
TOTAL DEPTH 20.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/4109 COMPLETED 2/4/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V/ L
(ft) (ft) 0.5ft O.Sft 0.5ft 0 20 40 60 80 100
NO. 7
OI O
G SOIL AND ROCK DESCRIPTION
187.0 187.0 0.00
186.0 1.0 1AA? Cultivated Soil (9.0 inches)
1 1 2 3 . SS-1 M Coastal Plain Material: Loose, Moist, Tan,
183.5 3.5 184.0 Silty, Clayey, Medium to Fine SAND (SC) 3.0
3 5 7 i2 SS-2 M Coastal Plain Material: Stiff to Very Stiff,
181.0 6.0 Moist, Tan and Red, Silty, Medium to Fine
6 12 17 29 SS-3 M Sandy, CLAY (CL)
178.5 8.5
-
-
- W
5 10 13
..... 2s
... . .......... SSA
175.0 12.0
173.5 13.5 Coastal Plain Material: Firm, Moist, Red-Tan,
3 6 7 13 SS-5 M

9 Silty, Clayey, Medium to Fine SAND (SC) with
Pebbles
170.0 17.0
168.5 18.5 - Residual: Hard, Moist, Brown, Fine Sandy,
14 20 25
as SS-6 M SILT (ML)
1s7.o 20.0
Boring Terminated at 20.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
T
E' 1
w
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. 8118 BORING LOCATION OFFSET ALIGNMENT 0 HR. 12.0
COLLAR ELEV. 186.0 ft NORTHING EASTING 24 HR. 5.0
TOTAL DEPTH 20.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/4/09 COMPLETED 2/4/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7 L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft
0.5ft
0 2,0 4,0 60 8,0 100
NO.
MOI
G

186.0 186.0 O•

185.0 1
1.0 1 >• 185.0 Cultivated Soil (12.0 inches) 1.0
2 2 3 5. SS-1 M Coastal Plain Material: Loose, Moist to Wet,
182.5 3.5 Tan, Silty, Medium to Fine SAND (SM)
2 2 3 SS-2 NV,
5 5 5.5
180
180.0 6.0 .
Coastal Plain Material: Firm to Very Firm,
6 10 10 20 . SS-3 M Moist, Red-Tan, Silty, Clayey, Medium to Fine
177.5 8.5 SAND (SC)
8 11 15 2s SS4 M
174.0 12.0
Coastal Plain Material: Very Stiff, Moist, Gray
172.5 13.5 CLAY
Medium to Fine Sandy
and Red
Silty
5 8 12 SSS M ,
,
,
20 (CL)
169.0 17.0
Coastal Plain Material: Dense, Wet, Tan,
167.5 18.5 Coarse to Fine SAND (SM) with
Clayey
Silty
3 6 15 SS-6 W • ,
,
20
0
21 .
166.0 Pebbles
Bo ing Terminated at 20.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
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0
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q
ri
2
L
Z
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Y
J
b
J
J
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TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Hamett Health System Hospital GROUND WATER (ft)
BORING NO. B49 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 185.0 It NORTHING EASTING 24 HR. 4.5
TOTAL DEPTH 20.0 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/4/09 COMPLETED 2/4/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7 L

(ft)
(ft)
O.Sft
0.5ft
0.5ft 0 20 40 60 80 100
NO.
MOI 0
G SOIL AND ROCK DESCRIPTION
185.0 185.0 0.00
184.0 1.0 Cultivated Soil (9.0 inches)
4 3 7 1E7 SS-1 M Coastal Plain Material: Loose to Firm, Moist,
181.5 3.5 Red-Tan, Silty, Clayey, Medium to Fine SAND
7 8 9 17 SS-2 hN (SC)
179.0 6.0 179.5 5.5
7 5 7 . . . .
12 SS-3 W Coastal Plain Material: Stiff to Very Stfff, Moist
to Wet
Tan to Gray
Silty
Medium to Fine
176.5 8.5 ,
,
,
Sand
CLAY (CL)
7 10 12 ..... 22
. . . ......... SSA M y,
.

1
173.0 12.0
171.5 13.5 Coastal Plain Material: Dense, Moist, Tan,
17 27 15 42 SS-5 M Silly Clayey, Coarse to Fine Sandy, GRAVEL
(GC)
168.0 17.0
166.5 18.5 Residual: Hard, Moist, Tan-Brown, Fine
9 15 16
31 SS-6 M Sandy, SILT (ML)
165.0 20.0
Boring Terminated at 20.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
{y? h
s ?
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Hamett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-50 BORING LOCATION OFFSET ALIGNMENT 0 HR. 8.0
COLLAR ELEV. 184.0 It NORTHING EASTING 24 HR. 2.0
TOTAL DEPTH 25.0 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2121/09 COMPLETED 2/21/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
0
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 4,0 60 80 100
NO.
7ol
G SOIL AND ROCK DESCRIPTION
184.0 184.0 0.00
183.0 1.0 Topsoil (8.0 inches) 07
4 3 4 SS-1 I?1v
T
, Coastal Plain Material: Loose, Moist, Tan and
180.5 3.5
T Gray, Clayey, Silty, Medium to Fine SAND
8 6 4 SS-2 M
. (SM)
178.0 6.0 178.5 5.5

9
10
15
. . .
2
SS-3
Coastal Plain Material: Very Firm, Moist, Gray
and Red
Silty
Clayey
Medium to Fine SAND
175.5 8.5 ,
,
,
176,0
8.0
(SC)
9 12 14 . . . SS-4 M Coastal Plain Material: Very Stiff, Moist to

170.5

13.5 V Wet, Gray and Tan, Silty, Medium to Fine
Sandy, CLAY (CL) with Gravel at 16.0-17.5
feet
8 9 9 SS-5 W

165
5
18
5 . ........
166.0 18.0
. . 9 15 21 SS-6 M Residual: Hard, Moist, Brown, Fine Sandy,
SILT (ML)
160.5 23.5

21
32
50/
5
7
SS 160.0 24.0
. - 117 11 Partially Weathered Rock: Brown
Phyllite
,
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
TRIGON I KLEINFELDER, INC. ,
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-51 BORING LOCATION OFFSET ALIGNMENT 0 HR. 8.4
COLLAR ELEV. 184.0 ft NORTHING EASTING 24 HR. 2.8
TOTAL DEPTH 19.9 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/21/09 COMPLETED 2/21/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7 L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO MOII
G
184.0 164.0 0.00
183.0 1.0 123 3 Topsoil (8.0 inches)
1 2 2 4 . SS-1 20.3 . •, Coastal Plain Material: Very Loose, Wet, Tan,
161 A
180.5 3.5 Silty, Clayey, Medium to Fine SAND (SC) 3.0
4 6 6 12 SS-2 13.4 Coastal Plain Material: Firm, Moist, Tan,
76
178.0 6.0 1
.5 Clayey, Silly, Medium to Fine SAND (SM) 5.5
5 7 11 16 SS-3 18.4 Caostal Plain Material: Very Stiff, Moist, Tan
175.5 8.5 and Gray, Silty, Medium to Fine Sandy, CLAY
8 8 12 20 SSA 19.1 (CL)
172.0 12.0
170.5 13.5 Coastal Plain Material: Very Firm, Wet, Tan
9 10 14 24 SS-5 23.3 and Gray, Silty, Clayey, Coarse to Fine SAND
(SC) with Gravel at 15.5-17.0 feet
- - 166.5 17.5
165.5 18.5 Partially Weathered Rods: Tan-Brown,
32 35 50/.4 AIAI SS-6 164.1 Phyllfte 19.9
Boring Terminated at 19.9 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
i
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-52 BORING LOCATION OFFSET ALIGNMENT 0 HR. 8.4
COLLAR ELEV. 185.0 ft NORTHING EASTING 24 HR. 8.4
TOTAL DEPTH 25.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 1401b. Manual
DATE STARTED 2/25/09 COMPLETED 2/25/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft O.Sft 0 2,0 4,0 6,0 80 100 NO MOI G
185.0 185.0 0.00

184.0
1.0 Topsoil (7.0 inches)
. 2 2 4 SS-1 M Coastal Plain Material: Loose, Moist, Tan,
181.5 3.5 182.0 Silty, Clayey, Medium to Fine SAND (SC) 3.0
9 18 15 33 SS-2 M Coastal Plain Material: Dense, Moist, Tan,
179.0 6.0 179.5 Silty, Medium to Fine SAND ISM) 5.5
8 11 13 2a SS-3 M Coastal Plain Material: Very Firm, Moist, Gray
176.5 8.5
-
-
- 177.0 and Tan, Silty, Clayey, Medium to Fine SAND 8.0
SC
9 12 16 28. SSA M (
) Coastal Plain Material: Ver
Stiff
Moist
Gra
y
,
,
y,
173.0 Silty, Fine Sandy, CLAY (CL) 12.0
171.5 13.5
Coastal Plain Material: Very Loose to Very
Fi
Sil
T
Cl
C
6 10 14 24 SS-5 W oarse to Fine
rm, Wet,
an,
ayey,
ty,
SAND (SM) with Pebbles
166.5 18.5 . . . .
2 1 2 3 SS-6 W '
163.0 22.0
161.5 23.5
i
ff Residual: Very Stiff, Wet, Tan, Fine Sandy,
5 6 10 16 SS-7 W 790.0 SILT (ML) 25.0
Boring Terminated at 25.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
TRIGON I KLEINFELDER, INC.
BORING LOG '

PAGE 1 OF 1
t
101535
PROJECT NO. ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-53 BORING LOCATION OFFSET ALIGNMENT 0 HR. 10.8
COLLAR ELEV. 188.0 ft NORTHING EASTING 24 HR. 10.8
TOTAL DEPTH 24.5 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/25/09
1

COMPLETED 2/25/09

SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO MOI G
188.0 188.0 0.00
187.0 1.0 JA7 2 Topsoil (9.0 inches)
2 1 2 a SS-1 W Coastal Plain Material: Soft, Wet, Tan, Silty,
3
0
185
0
184.5 3.5 .
'
Medium to Fine Sandy, CLAY (CL)
6 7 g SS-2 M Coastal Plain Material: Firm to Dense, Moist,
e Fi
ne
Tan and Gray, Silty, Clayey, Medium to
182.0 6.0 SAND (SC)
17 23 17 SS-3 M
0
179.5 8.5
9 9 14 3 SS-4 M
........ . ... .. .. ...
174.5 13.5
-
-
-
7 14 15 29 SS-5 M

171.0 17.0
Coastal Plain Material: Finn, Wet, Tan, Silty,
169.5 18.5 Coarse to Fine SAND (SC) with
Clayey
5 5 6 S86 W ,
1 i Pebbles

166.0 22.0
Partially Weathered Rock: Tan-Brown,
164.5 23.5 32 5
50/ SS-7 163.5 Phyllite 24.5
. Boring Terminated at 24.5 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations

z
z
i
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n
7
L
Z
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Y
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0
0
U
Z

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-54 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 182.0 ft NORTHING EASTING 24 HR. 10.0
TOTAL DEPTH 18.9 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE S TARTE D 2/23/09 COMPLETED 2/23/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7M L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO. OII G
182.0 182.0 0.00
Topsoil (6.O inches)
4 4 5
y
. SS-1 M
Coastal Plain Material: Loose, Moist, Tan,
' 3
0
179
0
178.5 3.5 .
.
Sifty, Clayey, Medium to Fine SAND (SC)
3 6 7 19 SS-2 M Residual: Stiff to Very Stiff, Moist, Tan,
176.0 6.0
Clayey, Fine Sandy, SILT (ML)
9 9 12 21 . SS-3 M
173.5 8.5
10 11 11 72
. SS-4 VVY
..
............. ....
170.0 12.0

168.5
13.5 Residual: Very Dense, Moist, Tan, Silly,
t
Fine SAND (SC) with
Cl
C
26 35 44 y9 SS3 M ayey,
oarse
o
Abundant Quartz Fragments at 12.0-15.5 feet
165.0 17.0
163.5 18.5 Partially Weathered Rods: Tan, Phylifte
163.1 18.9
50.4 SS$ Boring Terminated at 18.9 feet

i

i
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i
i
i
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i
I
i
i Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGW E = No Groundwater Encountered

TRIGON I KLEINFELDER, INC. + , .
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-55 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 179.0 ft NORTHING EASTING 24 HR. 9.5
TOTAL DEPTH 19.4 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/23109 COMPLETED 2/23/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
(ft) (ft) O.Sft O.Sft 0.5ft 0 2,0 4,0 60 80 100
NO.
MOI O
G SOIL AND ROCK DESCRIPTION
179.0 179.0 0.00
178.0 1.0 17A
Topsoil (6.0 inches)
3 4 6 10 SS-1 M Coastal Plain Material: Stiff to Hard, Moist,
175.5 3.5 Tan and Gray, Silty, Medium to Fine Sandy,
8 11 14 2b SS-2 M CLAY (CL)
173.0 6.0
7 15 18 33 SS-3 M
m
0

170.5
8.5 .
8.0

9
9
10
19
SS 4
AST Residual: Very Stiff to Hard, Moist, Tan and
Gray, Clayey, Fine Sandy
SILT (ML)

165.5
13.5 ....... . .......... ,
7 14 22
........ 36
. .......... SS-5 M

160.5
18.5 .. ... . . ..........

6
501.4
6
SS-6 160.0 19.0

.4 partially Weathered Rods: Tan, Phyllite
Boring Terminated at 19.4 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered

R
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-56 BORING LOCATION OFFSET ALIGNMENT OHM 15.5
COLLAR ELEV. 174.0 ft NORTHING EASTING 24 HR. 1.8
TOTAL DEPTH 18.7 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/21/09 COMPLETED 2/21/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. / L
0
SOIL AND ROCK DESCRIPTION
(ft) (ft) O.Sft 0.5ft 0.5ft 0 20 40 60 80 100 NO. MOI G
174.0 174.0 0.00
173.0 1.0 1 Topsoil (6.0 inches)
2 3 3 SS-1 19.8 Coastal Plain Material: Finn to Very Stiff,
170.5 3.5 Moist, Tan and Gray, Silty, Medium to Fine
7 9 9 18' SS-2 15.7 Sandy, CLAY (CL)
168
5 5
5
168.0 6.0 .
.
Fi
Ve
R
sid
al
m t
Stiff
Wet
G
t
T

3
3
4
SS-3
41.7 e
u
:
r
o
ry
,
,
ray
o
an,
Fine Sandy, Clayey, SILT (ML)
165.5 8.5
9 6 11
i7
.
..
.. SS-4 37.1
.... ...... .
...
. 162.0 12.0
160.5 13.5 Partially Weathered Rods: Brown, Phyllite
50/.5 50t.54 0 SS5

155.5
18.5 ........ . .........
. . . . . . .
155.3 18.7
-50/.2- bu/24 SS5 Boring Terminated at 18.7 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
j
Idea .ate a?---
TRIGON KLEINFELDER, INC.
BORING LOG
PAGE 1 nF 1
1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-57 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 181.0 ft NORTHING EASTING 24 HR. 8.0
TOTAL DEPTH 20.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/3/09 COMPLETED 2/3/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
0
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 2,0 4,0 60 80 100 N0.
MOI
G SOIL AND ROCK DESCRIPTION
181.0 181.0 0.00

.180.0
1.0 > +• 180.0 Topsoil (12.0 inches) 1.0
1 2 2 a . SS-1 8.1 Coastal Plain Material: Very Loose to Firm,
177.5 3.5 Dry to Moist, Tan, Clayey, Silty, Medium to
3 6 7 1s SS-2 13.0 ;. Fine SAND ISM)
7
175.0 6.0 1
5.5 5.5
6 7 10 . . 17 SS-3 175
. Coastal Plain Material: Finn, Moist, Tan, Silty,
Clayey
Medium to Fine SAND (SC) with
172.5 8.5 ,
t73.o
8.0
Pebbles
4 6 13 19 SSA 29.0 Residual: Stiff to Hard, Wet, Tan-Brown,

167.5
13.5 Clayey, Fine Sandy, SILT (ML)
7 6 9 15 SS5 54.8
162.5 18.5
8 14 17 31 SS5 40.1 161.0 20.0
Boring Terminated at 20.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-58 BORING LOCATION OFFSET ALIGNMENT 0 HR. 2.5
COLLAR ELEV. 181.0 ft NORTHING EASTING 24 HR 2.0
TOTAL DEPTH 18.7 it DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/21/09 COMPLETED 2/21/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) O.Sft 0.5ft 0.5ft 0 20 40 60 80 100 NO MOI G

181.0 181.0 0.00
180.0 1.0 ;? -IAOQ Topsoil (8.0 inches) 07
1 2 2 SS-1 r Coastal Plain Material: Very Loose, to Firm,
177-5 3.5 Wet to Moist, Gray, Clayey, Silty, Medium to
SM
r 3 4 4 $ SS-2 W )
Fine SAND (
5.0 6.0
'.
7 11 7 18 . SS-3 M 0
0 8
173
172.5 8.5 .
.
Coastal Plain Material: Firm, Moist, Gray,
4 5 7 12 SS 4 M Silty, Clayey, Medium to Fine SAND (SC) with
Gravel at 10.5-12.0 feet
12.0
166.0
Residual: Very Hard, Moist, Brown, Fine
167.5 13.5 SILT (ML)
Sandy
8 12 47 y SS5 M ,
166.0 15.0
........ . ... .. ...
Partially Weathered Rock: Brown, Phyllite
162.5 18.5 162.3 18.7
501.2 SS 6 Boring Terminated at 18.7 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations

0
z
i
ri
n
J
L
n
Y
7
n
0
0
z

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-59 BORING LOCATION OFFSET ALIGNMENT 0 HR. 11.3
COLLAR ELEV. 184.0 ft NORTHING EASTING 24 HR. 6.0
TOTAL DEPTH 20.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/19/09 COMPLETED 2/19/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. - L

(ft)
(ft)
0.5ft
0.5ft
0.5ft
0 20 40 60 80 100
NO.
MOI O
G SOIL AND ROCK DESCRIPTION
184.0 184.0 0.00
183.0 1.0
Topsoil (7.0 inches)
2 2 4 SS-1 M Coastal Plain Material: Loose, Moist, Tan,
180.5 3.5 181.0 Silty, Clayey, Medium to Fine SAND (SC) 3.0
5 9 14 23 SS-2 M Coastal Plain Material: Very Stiff to Hard,
178.0 6.0 Moist, Tan and Red-Gray, Silty, Medium to
10 14 17 31 SS-3 M Fine Sandy, CLAY (CL)
175.5 8.5
25-
-42-
-31-
73
SSA
M 176.0 8.0
Coastal Plain Material: Very Dense, Moist,
Gray-Tan
Silty
Medium to Fine SAND (SM)
,
,
172.0 12.0
170.5 13.5
-
-
-
-
- Coastal Plain Material: Firm, Wet, Tan, Silty,
6 5 6 1 SS-5 W
' Clayey, Medium to Fine SAND (SC)
167.0 17.0
165.5 18.5 Residual: Very Stiff, Wet, Tan-Brown, Gayey,
2 7 14 21 SS- W 164.0 Fine Sandy, SILT (ML) 20.0
Boring Terminated at 20.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
t f
r
t
TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-60 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 177.0 It NORTHING EASTING 24 HR. 3.7
TOTAL DEPTH 18.7 It DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/21/09 COMPLETED 2/21/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO. MOI G
177.0 177.0 0.00
176.0 1.0 Topsoil (6.0 inches)
6 7 9 16 SS-1 M ; Coastal Plain Material: Firth, Moist, Tan, Silty,
173.5 3.5 V
Medium to Fine SAND (SM)
9 9 10 19 SS-2
5 5
5
171
171.0 6.0 - - - .
.
Coastal Plain Material: Firm to Very Finn

g
g
12
21 _
SS-3
M ,
Moist, Tan and Gray, Silly, Clayey, Medium to
168.5 8.5 Fine SAND (SC) with Gravel at 10.0-12.0 feet
5 11 8 19 SSA M
165.0 12.0
163.5 13.5 Partially Weathered Rods: Tan-Brown,
Ph
llite
50/3 50/:3 SS-5 y

158.5

18.5 ........ . .........
........ . .........

158.3 16.7
50/.2- 5ul.211- SS3 Boring Terminated at 18.7 feet

r

i
i
i
i
i
i
i
i
i
i
i
i Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
TRIGON I KLEINFELDER INC.
BORING LOG
PAGE 1 OF 1
a
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-61 BORING LOCATION OFFSET ALIGNMENT O HR 8.9
COLLAR ELEV. 178.0 ft NORTHING EASTING 24 HR. 4.2
TOTAL DEPTH 20.0 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/19/09 COMPLETED 2/19/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7/ L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO M01 G
178.0 178.0 0.00
177.0 1.0 Topsoil (6.0 inches)
3 3 3 SS-1 W Coastal Plain Material: Finn to Very Stiff,
174.5 3.5 A Moist to Wet, Tan, Silty, Medium to Fine
7 8 14 22 SS-2 Sandy, CLAY (CL)
172
5 5
5
172.0 6.0 .
.
Coastal Plain Material: Ver
Firm to Dense

11
19
20
39
SS-3
M ,
y
Moist, Tan and Gray, Silty, Clayey, Coarse to
169.5 8.5 ?7 Fine SAND (SC) with Pebbles at 12.0-14.5
12 14 14 28 SSA
.. feet
164.5 13.5 ..... . ..........
8 12 16 - 2 SS-5 M 163.5 14.5

159.5

18.5 8 Residual: Very Stiff to Hard, Moist,
Tan-Brown, Clayey, Fine Sandy, SILT (ML)
12 17 25 2 SS-6 M 158.0 20.0
Boring Terminated at 20.0 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations

TRIGON I KLEINFELDER, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-62 BORING LOCATION OFFSET ALIGNMENT 0 HR. 10.5
COLLAR ELEV. 180.0 ft NORTHING EAS71NG 24 HR. 9.0
TOTAL DEPTH 18.6 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE S TARTED 2/19/09 COMPLETED 2/19/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7/ L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) O.Sft 0 20 40 60 80 100 NO. 'I G
180.0 180.0 0.00
179.0 1.0 +• 179.0 Cultivated Soil (12.0 inches) 1.0
4 3 SS-1 9.3 Coastal Plain Material: Loose, Dry, Tan-Gray,
3
0
177
0
176.5 3.5 .
Clayey, Silty, Medium to Fine SAND (SM)
.
6 F 19 s1 SS-2 19.7 Coastal Plain Material: Hard, Moist, Red and
174
5
5
5
174.0 6.0 . . . .
.
Tan, Silty, Medium to Fine Sandy, CLAY (CL)
11 21 28 g SS-3 9.6 Coastal Plain Material: Dense, Moist, Tan and
8
0
d
Silt
Cl
C
t
Fi
S
d
0 R
172
171.5 8.5 - .
e
,
y,
ayey,
oarse
o
ne
an
y,
.
GRAVEL (GC)
12 15 16 SSA 2-
-15 -. '
81 . Coastal Plain Material: Dense, Moist,
168.0 Red-Tan, Silty, Clayey, Medium to Fine SAND 12 U
SC
(
)
166.5 13.5 Residual: Very Hard, Dry, Tan-Brown, Fine
12 21 42 63 SS-5 10.4 165.0 Sandy, SILT (ML) 15.0

161.5

18.5 . . . .
. . .

1 Partially Weathered Rock: Tan-Brown,
Phyllite
161.4 18.6
50/.1 SS-
6 _9.1_ Boring Terminated at 18.6 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
i. l 4,
1
150
145
140
135
130
125
920
15
Q
910
105
100
95
90
85
80

Other Laboratory Test Results
Sample: S-1(Bulk)
Boring: B-38
Sample Depth: 1.0-10.0 ft.
Natural (in-Situ) Moisture Content= 19.7%
Percent Fines = 43%
Atterberg Limits: LL = 44; PL--19; PI=25
100% Saturation, Zero Air Voids Curves for
Specific Gravity of 2.60, 2.70, and 2.80
i
i
i
i
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Moisture Content (%)
Max.Dry Opt. Moist.
Boring Sample Depth (ft.) Visual Soil Classification Method Density(pct) Content (%)
B-38 S-1 1.0-10.0 Tan-Red, Clayey, Silty SAND ASTM D-698 112.0 17.0
Project: Harnett Health Systems Hospital
Client: Harnett Health Systems (HHS)
Project No. 101535
Moisture - Density Relationship Test
r 1
rigon em a er, Inc.
150
145
140
135
130
125
4320
a
15
a?
Q
610
105
100
95
90
85
80
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Moisture Content (%)
Max.Dry Opt. Moist.
Boring Sample Depth (ft.) Visual Soil Classification Method Density(pcf) Content
(°h)
B-35 S-2 1.0-10.0 Tan, Silty, Clayey SAND ASTM D-698 123.0 11.5
Project: Harnett Health Systems Hospital
Client: Hamett Health Systems (HHS)
Project No. 101635 Moisture - Density Relationship Test

Other Laboratory Test Results
Sample: S-2 (Bulk)
Boring: B-35
Sample Depth: 1.0-10.0 ft.
Natural (in-Situ) Moisture Content =12.2%
Percent Fines = 37%
Atterberg Limits: LL = 24; PL=15; PI=9

100% Sat uratio n, Ze ro Air Void s Cur ves f or
Sp ecific Grav ity of 2.60, 2.70 , and 2.80

I ? t w
A
150
145
140
135
130
125
e?320
a.
15
a?
A
610
105
100,
95
90
85
7
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Moisture Content (%)
80
0

, Other Laboratory Test Results
Sample: S-3 (Bulk)
Boring: B-9
Sample Depth: 1.0-10.0 ft.
I
Natural (in-Situ) Moisture Content 19.4%
Percent Fines = 58%

, Afterberg Limits: LL = 38; PL=25; PI=13
,

100% Sat uratio n, Ze ro Air Void s Cur ves f or

I Sp ecific Grav ity of 2.60, 2.70 , and 2.80

i
I
Max.Dry Opt. Moist.
Boring Sample Depth (ft.) Visual Soil Classification Method Density(po Content (%)
B-9 S-3 1.0-10.0 Tan, Sandy, Silty CLAY ASTM D-698 111.0 17.0
Project: Harnett Health Systems Hospital
Client: Harnett Health Systems (HHS)
Project No. 101535
Moisture - Density Relationship Test
150
145
140
135
130
125
920-
15 •
A
910.
105 •
100.
95 •
90 •
85
80
0

Other Laboratory Test Results
Sample: S4 (Bulk)
Boring: B-1
Sample Depth: 1.0-10.0 ft.
Natural (in-Situ) Moisture Content = 22.7%
Percent Fines = 97%
Atterberg Limits: LL = 47; PL=39; PI=8

100% Sat uratio n, Ze ro Air Void s Cur ves f or
Sp ecific Grav ity of 2.60, 2.70 , and 2.80

I

eoooor
I Z I I I I I
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Moisture Content (%)
Max.Dry Opt. Moist.
Boring Sample Depth (ft.) Visual Soil Classification Method Density(pct) Content (%)
B-1 S-4 1.0-10.0 Tan, clayey SILT ASTM D-698 91.0 26.5
Project: Hamett Health Systems Hospital
Client: Harnett Health Systems (HHS)
Project No. 101635
Moisture - Density Relationship Test
TRIGONIKLEINFELDER, INC.
KEY TO TEST BORING and CORING LOGS
SOIL CHARACTERISTICS:
SOIL CLASSIFICATION BY GRAIN SIZE (USCS)
Coarse Sand 2.0 - 4.75 mm
Medium Sand 0.425 - 2.0 mm
Fine Sand 0.002 - 0.075 mm
Clay <0.002 mm
SOIL CONSISTENCY DESIGNATIONS
Sandy Soils:
SPT N-Values (bpf) Relative Consistency
0-4 Very Loose
5-10 Loose
11-20 Firm
21-30 Very Firm
31-50 Dense
51-100 Very Dense
100+ Partially Weathered Rock
SOIL MOISTURE DESIGNATIONS
M=Moist W=Wet D=Dry
ROCK CHARACTERISTICS:
ROCK WEATHERING DESIGNATIONS
Silt y / Clavev Soils:
SPT N-Values (bpf) Relative Consistency
0-1 Very Soft
2-4 Soft
5-8 Firm
9-15 Stiff
16-30 Very Stiff
31-50 Hard
51-100 Very Hard
100+ Partially Weathered Rock
Fresh Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline
Very Slight Rock generally fresh, joints stained, some joints may show thin clay coatings if open, crystals on a broken specimen
(V.SLI.) face shine brightly. Rock rings under hammer blows if of a crystalline nature.
Slight Rock generally fresh, joints stained and discoloration extends into rock up to 1 inch. Open joints may contain clay. In
(SLI.) granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer
blows.
Moderate Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull and
(MOD.) discolored, some show clay. Rock has dull sound under hammer blows and show significant loss of strength as
compared with fresh rock.
Moderately All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and a majority show
Severe kaolinization. Rock shows severe loss of strength & can be excavated with geologist's pick. Rock gives "clunk"
(MOD.SEV.) sound when struck. Comparable to hard weathered rock.
Severe All rocks except quartz discolored or stained. Rock "fabric" Gear and evident but reduced in strength to strong soil.
(SEV.) In granitoid rocks all feldspars are kaolinized to some extent. Some fragments of strong rock usually remain.
Comparable to soft weathered rock.
Very Sever All rock except quartz discolored or stained. Rock fabric elements are discernible but the mass is effectively reduced
(V.SEV.) to soil status, with only fragments of strong rock remaining. Saprolite is an example of rock weathered to a degree
such that only minor vestiges of the original rock fabric remain. Comparable to soil
Complete Rock reduced to soil. Rock fabric not discernible only in small and scattered concentrations. Quartz may be present
as dikes or stringers. Saprolite is also an example. Comparable to soil.
ROCK CONTINUITY DESIGNATIONS
Sound -
Slightly Fractured (SLI.FRAC.) -
Moderately Fractured (MOD.FRAC.) -
Extremely Fractured (EXT.FRAC.) -
Percent Recovery (REC)
Percent Rock Quality Designation (RQD)
GENERAL NOTES:
Core Pieces Larger Than 8 Inches
Core Pieces Between 4 Inches And 8 Inches
Core pieces between 1 inch and 4 inches
Core pieces less than 1 inch
Percentage of rock core recovered
Percentage of rock core specimens greater than 4 inches long
r
r Elevations and Depths Presented in English Units with Feet as Primary Unit of Measurement
SS = split spoon sample RS = Rock Sample For Compressive Strength Testing NGWE = No Groundwater Encountered (in boring)
h
SOIL CLASSIFICATION CHART
SYM BOLS TYPICAL
MAJOR DIVISIONS

GRAPH LETTER DESCRIPTIONS
°
CLEAN WELL-GRADED GRAVELS, GRAVEL -
GRAVEL GRAVELS °
? GW ND MIXTURES, LITTLE OR NO
AND OQ
° C) F
S
GRAVELLY •
SOILS (LITTLE OR NO FINES °'•??'•
GP POORLY-GRADED GRAVELS,
GRAVEL-SAND MIXTURES, LITTLE
• •? S OR NO FINES
COARSE
GRAINED MORE THAN 50°? GRAVELS WITH GM SILTY GRAVELS, GRAVEL - SAND -
SOILS FINES SILT MIXTURES
OF COARSE
FRACTION
RETAINED ON NO.
4 SIEVE (APPRECIABLE GC CLAYEY GRAVELS, GRAVEL - SAND -
ES
AMOUNT CLAY MIXTURES

SAND CLEAN SANDS SW WELL-GRADED SANDS, GRAVELLY
MORE THAN 50% SANDS, LITTLE OR NO FINES
OF MATERIAL IS AND
LARGER THAN SANDY
NO.200 SIEVE
SOILS POORLY-GRADED SANDS,
SIZE (LITTLE OR NO FINES) S P GRAVELLY SAND, LITTLE OR NO
FINES

MORE THAN 50% SANDS WITH
SM SILTY SANDS, SAND - SILT
FINES MIXTURES
OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE (APPRECIABLE
SC CLAYEY SANDS, SAND - CLAY
AMOUNT OF FINES) MIXTURES
INORGANIC SILTS AND VERY FINE
ML SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
SILTS INORGANIC CLAYS OF LOW TO
FINE AND LIQUID LIMIT
CL MEDIUM PLASTICITY, GRAVELLY
GRAINED CLAYS LESS THAN 50 CLAYS, SANDY CLAYS, SILTY
SOILS CLAYS, LEAN CLAYS
jTj
I
OL ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50%
OF MATERIAL
MH INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SMALLER THAN N
NO. 200 SIEVE SILTY SOILS

SIZE
SILTS
AND LIQUID LIMIT
CH INORGANIC CLAYS OF HIGH
CLAYS GREATER THAN 50 PLASTICITY
/

OH ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS

HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
Geotechni( 1 and Construction tdlateriais Testing Services
March 1, 2010
Mr. Steve Ward
HARNETT COUNTY DEPARTMENT OF
PUBLIC UTILITIES
P.O. Box 1119
Lillington, NC 27546
Re: Report of Subsurface Investigation
Proposed Brightwater Biotechnology & Medical Center
Sewer Outfall and Roadways
Harnett County, North Carolina
GeoTechnologies Project No. 1-10-0066-EA
Gentlemen:
GeoTechnologies, Inc. has completed the authorized subsurface investigation to evaluate soil conditions
for the proposed Brightwater Biotechnology & Medical Center sewer outfall and roadways. The investigation
included completing 24 borings at the approximate locations indicated on the attached site plans, Figure 1
through Figure 4. The borings were located in the field utilizing NC grid coordinates and a hand held Trimble
GPS unit. As such, the indicated locations should be considered accurate to within approximately 10 to 15 feet.
The borings were completed with an all-terrain vehicle mounted rill rig turning large diameter hollow stem
augers, and soils were sampled at selected intervals using standard penetration test procedures designated in
ASTM D-1586. An exception was boring B-14 which was completed with hand auger and dynamic hand cone
penetrometer (DCP) testing techniques due to access limitations. The borings were extended to depths ranging
from approximately 10 to 25 feet below existing ground surface. Additionally, representative bulk samples were
obtained from select borings along the roadway and returned to our office for laboratory testing. This report
presents the findings of the investigation and our recommendations regarding installation of the proposed sewer
line, construction considerations, and recommended pavement sections.
SITE AND PROJECT INFORMATION
It is our understanding that the project will involve development of the Brightwater Biotechnology &
Medical Center sewer outfall and roadways in Harnett County, North Carolina. The project site is situated on the
north side of US Hwy-401, west of Hwy-210, and east of Matthews Road. The project site currently consists of
a mixture of fallow farm fields and woodlands. Several small creeks extend through the project area which we
anticipate will be crossed utilizing culverts. Based on the provided roadway and sewer line profiles, it appears
that elevations range from approximately 146 to 208 feet across the project area.
3200 Wallington Ccurt. Suite 108 • Raleigh. North Care' a 27615 • Phone [phone]'14 • Fax [phone] • www.geoteehpa com
Harnett County Dept. of Public Utilities
Re: Proposed Brightwater Biotechnology & Medical Center Sewer Outfall and Roadways
March 1, 2010
Page: 2
The proposed sewer outfall will include approximately 4,600 linear feet of new line. The line will
extend along Hwy-401 from just west of the Carolina Northwestern Railroad crossing to Matthews Drive. We
are expecting that a bore and jack will be required beneath the railroad. The line will then extend north along
Matthews Drive to the intersection of the proposed Crested Iris Drive. A bore and jack is also proposed at that
location. From there, the new line will extend east to southeast along the proposed Crested Iris Drive over to the
new proposed hospital site. The line will continue south along a proposed Amber Leaf Drive to the intersection
with the proposed Brightwater Drive. The line will then extend eastward for another 300 to 400 feet before
termination. It appears that invert depths will range from approximately 11 to 30 feet below existing ground
surface. In addition to a sewer line, a water line will also be constructed which will extend from Brightwater
Drive to the terminus continuing on in a southeast direction to NC Hwy-210. Bore and jack will be utilized to
advance the water line below a creek just south of the power easement and west of Hwy-210 with an additional
bore and jack being utilized to advance the water line beneath Hwy-210. We anticipate that the bore and jack
invert will be no more than 10 feet for the water line.
In addition to the sewer line and water line, we understand that the new project will include construction
of three new roadways which will provide access to the Brightwater Biotechnology & Medical Center. The new
roadways will include Brightwater Drive (1,200 feet), Crested Iris Drive (1,500 feet), and Amber Leaf Drive
(650 feet). The roadways will include both cut and fill sections with maximum cut and fill depths of around 5
feet. Based on our review of the provided plans, we understand that Crested his Drive and Amber Leaf Drive
will be two lane undivided roadways. We understand that Brightwater Drive will include both two and four lane
divided roadway sections. We anticipate that at least one culvert crossing will be required along Crested Iris
Drive at a creek crossing. Lofee Smith with Withers & Ravenel provided average daily traffic (ADT)
information on the three roadways for use in pavement design. Based on the provided information, we are
anticipating the following ADT's for the roadways:
ROADWAY ADT
Crested Iris Drive 828
Amber Leaf Drive 1,000
Bri twater Drive 4,558
We are expecting that approximately 2% of the traffic will be heavy trucks, 4% light trucks, with the
remaining 94% being automobile traffic.
AREA GEOLOGY
The site is located in the Coastal Plain Geologic and Physiographic Province of North Carolina. The
Coastal Plain soils are typically comprised of sands, silts, and clays which were eroded from the Piedmont
Uplands and deposited by streams and rivers. Based on our review of the Geologic Map of North Carolina, the
near surface sediments in the area of the site consist of terrace deposits and upland sediments along with the
Middendorf Formation. The terrace deposits and Upland sediments are comprised of gravel, clayey sand, and
sand which are likely associated with deposits from the Cape Fear River. The Middendorf Formation is
comprised of sand, sandstone, and mudstone which generally underlies the near surface soil deposits.

QUA ehpa com
Harnett County Dept. of Public Utilities
Re: Proposed Brightwater Biotechnology & Medical Center Sewer Outfall and Roadways
March 1, 2010
Page: 3
SUBSURFACE CONDITIONS
Generalized subsurface profiles prepared from the test boring data are attached to this report as Figures
5, 6, 7, and 8 to graphically illustrate subsurface conditions encountered at this site. More detailed descriptions
of the conditions encountered at the individual test boring locations are then presented on the attached test
boring records.
Subsurface conditions on the site are generally characterized by near surface topsoil which extended to
depths of 6 to 18 inches below existing ground surface. The topsoil was underlain by a mixture of near surface
silty and clayey sands and low to high plasticity clays. With increasing depth, the near surface sands and clays
typically transitioned into residual silts which became much stiffer in consistency. The shallower borings were
typically terminated at approximately 10 feet below grade within the sands, clays, or silts. However, the deeper
borings generally encountered partially weathered rock (PWR) prior to boring termination depth. PWR is
defined as material which could be penetrated with the soil drilling augers but which exhibited penetration
resistances in excess of 100 blows per foot (bpf). PWR was encountered at depths ranging from as shallow as
3 feet in boring B-1 to 23.5 feet in boring B-11. The elevation to the top of the PWR is indicated on the attached
Table 1 at the back of this report. Penetration resistances within the near surface soils were quite variable
ranging from 1 to in excess of 50 bpf. Generally, penetration resistances within the near surface soils in many
areas were relatively low ranging from 1 to 5 bpf with penetration resistances tending to increase with depth. All
of the borings were terminated at the planned boring depth, and auger refusal on harder more crystalline bedrock
was not encountered. As such, no rock coring was performed.
Groundwater was encountered at quite variable depths along the alignment. Groundwater depths varied
from as shallow as 1 foot below grade at boring R-4 to 21 feet in boring B-11. As such, groundwater conditions
should be expected to be quite variable across the length of the alignment. Due to the near surface sands
overlying low permeable clays in many areas of the site, the conditions are conducive to the development of a
temporarily higher perched groundwater condition following periods of inclement weather. Perched
groundwater was encountered in many of the borings at the time of our investigation.
LABORATORY TESTING
GeoTechnologies collected several representative bulk samples from along the roadway alignments and
returned those to our office for laboratory testing. Laboratory tests included Atterberg limits (ASTM D-4318),
natural moisture content (ASTM D-2216), standard Proctor compaction tests (ASTM D-698), and laboratory
California Bearing Ratio tests (ASTM D-1883). The results of the laboratory testing indicated that the
representative samples exhibited CBR values ranging from 4.1 to 15.4%. Liquid limits ranged from 19 to 54%
with plasticity indices ranging from 3 to 26%. Natural moisture contents on the soils ranged from 10.2 to 25.5%
with the soils generally being 2 to 9% above optimum moisture content. Maximum dry densities on the soils
ranged from approximately 105 to 131 pcf.
RECOMMENDATIONS
The following recommendations are made based upon a review of the attached test boring data, our
understanding of the proposed construction, and past experience with similar projects and subsurface conditions.
ti ww qp- spa -om
Harnett County Dept. of Public Utilities
Re: Proposed Brightwater Biotechnology & Medical Center Sewer Outfall and Roadways
March 1, 2010
Page: 4
Should alignment plans change significantly from those now under consideration, we would appreciate being
provided with that information so that these recommendations may be confirmed, extended, or modified as
necessary. Additionally, should subsurface conditions adverse to those indicated by this report be encountered
during construction, those differences should be reported to us for review and comment.
Sewer Outfall Recommendations.
General Excavation Considerations. Based on the results of the test borings, it appears
that the elevation of the top of PWR exists above the invert elevation for the proposed sewer. It
has been our experience that a large excavator such as a Komatsu 300 or equivalent, equipped
with rock teeth, can typically excavate materials no harder than 50 blows per 4 inches. Softer
materials can be excavated with some degree of difficulty though the rate of excavation is very
slow. It has been our experience that utility contractors will request a trench rock price for
excavating any PWR materials with penetration resistances in excess of 100 bpf. Based on the
soil test borings, it should be expected that light blasting will be required where PWR exists in
order to preloosen the materials to expedite excavation operations. The elevation of the top of
the PWR along with the elevation of the sewer invert is presented on the attached Table 1.
Pipeline Bedding and Trench Backrdling. In areas where rock is blasted, we
recommend that the pipe be placed over at least 6 inches of open graded stone such as #57 stone
in order to provide a leveling cushion for the base of the pipe. If any areas of soft soils are
encountered in the base of the excavation, the trenches should be overexcavated approximately
12 to 18 inches and be backfilled with washed stone. However, we do not expect this to be the
case since it appears that the majority of the inverts will extend into PWR. All backfill placed
over the pipe should be compacted to at least 90% of the standard Proctor maximum dry density
except where post-construction settlement of backfill cannot be tolerated. If any settlement
sensitive areas exist, such as beneath roadways, backfill in those areas should be compacted to a
minimum of 95% of the standard Proctor maximum dry density. The initial lift of soil over the
pipe should consist of soil and not contain rock or weathered rock to serve as a cushion over the
pipe for subsequent fill placement and compaction. Soils excavated from the trench may be
utilized as backfill provided they can be suitably compacted. However, much of the near surface
soil was wet of optimum moisture content at the time of our investigation which will cause
difficulties with compaction when reutilizing these materials. As such, depending on the time of
the year that construction begins, it may be necessary to import some off-site material for trench
backfill, particularly beneath roadways where compaction issues are more important. This will
need to be evaluated at the time that construction proceeds.
Construction Considerations. We recommend that all OSHA regulations be strictly
adhered to during installation of the sanitary sewer line. The soils will classify as a type "B" soil
which will generally require temporary side slopes of 1H:1 V. However, if groundwater seepage
is encountered, the materials will classify as type "C", and flatter slopes will be required. If
insufficient room exists for maintaining those side slopes, we recommend that the contractor be
prepared to utilize temporary shoring such as a trench box during installation of the line.
Bore and Jack Crossings. We understand that bore and jack crossings will be required
for the sanitary sewer line beneath the railroad and beneath Matthews Road. Additionally, we
tivtrx 3a?}. 11p8 nm
Harnett County Dept. of Public Utilities
Re: Proposed Brightwater Biotechnology & Medical Center Sewer Outfall and Roadways
March 1, 2010
Page: 5
understand that a bore and jack will be required for the water line beneath a creek along the
south side of the power easement and beneath Hwy-210. Soil test borings B-3 and B-4 were
drilled at the railroad crossing and indicate the presence of PWR approximately 4 to 5 feet
above the invert elevation. As such, a conventional soil bore and jack will likely be
unsuccessful. However, a jacking pit utilizing a boring machine with rock augers bits can likely
penetrate through those materials to complete the bore and jack. It should be expected that the
PWR will be relatively hard and somewhat difficult to drill. Additionally, the contractor should
anticipate having to do some groundwater control, although high flow volumes are not
expected.
The bore and jack under Matthews Road will exist where boring B-7 was completed.
Based on the results of that boring, it appears that PWR will exist below the sewer invert.
Therefore, we anticipate that a bore and jack will be successful at that location. The soils at
invert elevation consist of very hard silts, and it is possible that a rock auger may be required to
speed up the drilling operations. We anticipate that the materials will be quite stable but that
some groundwater control with pumps and sumps will likely be required.
Subsurface conditions at the two water line bore and jack locations beneath the creek
south of the power line easement and beneath Hwy-210 are not expected to be more than 10 feet
below existing grade. The results of borings B-13 and B-14, completed at those locations,
indicate the presence of stiff clays at that depth which can easily be bored utilizing conventional
bore and jack techniques. Shallow groundwater was encountered at both locations, and some
dewatering should be expected.
RoadwaYDesign Recommendations.
Site Grading Considerations. The first step in site grading along the roadway
alignment should involve removal of all vegetation and topsoil from beneath the pavement
areas. We expect that topsoil thicknesses will generally be on the order of 6 to 12 inches;
however, in the heavily wooded areas, somewhat deeper stripping thicknesses will likely be
required in order to adequately remove root mat. Once stripping is completed, we recommend
that areas at grade or designated to receive fill be proofrolled with a partially loaded dump truck
or similar piece of rubber tired equipment to identify those areas needing repair. Any area which
ruts or pumps excessively in the opinion of the engineer should then be repaired as directed by
the engineer. Based on the result of our borings, it appears that some fairly extensive repairs
will be required within the upper 2 to 3 feet. Our rubber tired drill rig had extreme difficulty
maneuvering through portions of the site and became mired down to depths of as much as 3 feet
in some areas requiring winching techniques to retrieve the rig. Additionally, probing along the
centerline revealed that the soils could be probed to depths of 12" to as much as 2 to 3 feet in
some areas. Some of the soft conditions were the result of high groundwater conditions due to
significant inclement weather which had occurred. Grading the site during the warmer summer
months of the year will help alleviate some of these problems due to lower near surface
moisture content. However, since the site is conducive to the development of a temporarily
higher perched groundwater condition, it should be expected that some undercut will be
required to stabilize the upper 2 to 3 feet for roadway construction. In areas where fill depths
will exceed 3 to 4 feet, it may be possible to utilize bridgelifting techniques in conjunction with
.r '01e {}pa ."Om
Harnett County Dept. of Public Utilities
Re: Proposed Brightwater Biotechnology & Medical Center Sewer Outfall and Roadways
March 1, 2010
Page: 6
geotextile fabrics or geogrids to help limit undercut quantities. However, this will need to be
evaluated on a case-by-case basis during construction operations.
If undercut of the roadways is required, the materials which are removed can likely be
reutilized as structural fill provided they can be spread out and adequately dried to allow proper
compaction. During the summer months, discing and drying techniques will likely be successful
in drying these materials to allow their reuse. However, during the cooler winter months, it is
unlikely that successful drying can be achieved.
The on-site soils, excluding topsoil, should be suitable for reuse as structural fill
provided compaction moisture can be maintained near optimum. If any highly plastic clays are
exposed at subgrade elevation, those materials will need to be undercut to a depth of 3 feet and
backfilled with a lower plasticity material or the materials will need to be stabilized utilizing
quick lime or cement stabilization techniques. Based on the results of the soil test borings, we
do not anticipate that large amounts of highly plastic clay will be encountered at subgrade
elevation. We recommend that all fill material placed within the final 3 feet of road subgrades
consist of silty and clayey sands or low plasticity clays and silts having Unified Soil
Classifications of SM, SC, CL, and ML. We recommend that all fill material be compacted to
not less than 95% of the standard Proctor maximum dry density except in the final foot beneath
pavements where this requirement should be increased to 98% of the standard Proctor
maximum. Additionally, we recommend that the contractor be required to maintain moisture
contents to within 2% of optimum moisture content to maintain stability within the fill section
and to facilitate compaction operations. Field density tests should be performed during the
compaction operations to verify the required degree of compaction is being achieved.
Embankment Construction Considerations. Fill slopes for embankments should be
maintained at no steeper than 2.5H:1 V in order to maintain the long-term stability of the
embankment sections. If permanent maintenance such as mowing is desired, we recommend
that the embankments be flattened to 3H:1 V or flatter. As previously discussed, all fill materials
placed in the embankment should be compacted to a minimum of 95% of the standard Proctor
maximum dry density. Additionally, the slopes should be quickly vegetated to help reduce
erosion potential on the slope face.
Culvert Construction Considerations. We anticipate that a culvert structure will be
constructed at approximately STA 6+50 along Crested Iris Drive. The results of the soil test
boring at that location indicate soft conditions within the upper 3 to 4 feet. As such, some
undercut followed by placement of flowable fill may be required in order to provide a stable
surface for construction of the culvert. This will need to be further evaluated once grading
activities begin. It should be expected that significant quantities of groundwater will be
encountered due to the near proximity of the adjacent creek. We recommend that all backfill
placed adjacent to or above the culvert structure be compacted to a minimum of 95% of the
standard Proctor maximum dry density. No heavy equipment should be operated within 3 feet
of the sides of any box culvert or within 2 feet of the top of the culvert or as recommended by
the supplier. If cast-in-place wing walls will be utilized for the culvert structure, we recommend
that they be designed for an equivalent fluid pressure of 50 pcf assuming a free draining
material would be placed behind the wing walls. If fine grained soils will be utilized as backfill
_? _ _ *w.m. Vaa?ernpa nr?n
Harnett County Dept. of Public Utilities
Re: Proposed Brightwater Biotechnology & Medical Center Sewer Outfall and Roadways
March 1, 2010
Page: 7
behind the wing walls, we recommend increasing the equivalent fluid pressure to 85 pcf in order
to accommodate the saturated conditions which will likely occur immediately following flood
events.
Pavement Design Recommendations. In order to evaluate pavement sections for the
proposed roadways, GeoTechnologies performed standard Proctor compaction testing and 96
hour soaked CBR tests on three representative samples from along the proposed alignment. The
CBR values on the site varied from 4.1 to 15.4%. The mean CBR value was 8.9% with a
standard deviation of 5.8. We recommend utilizing a design CBR value of approximately 5%.
GeoTechnologies was provided with estimated ADT's on the roadways by Withers and
Ravenel. No information on the percent truck traffic was available so an assumption was made
that the traffic would be comprised of 94% automobiles, 2% heavy trucks, and 4% light trucks.
In order to calculate pavement sections, GeoTechnologies utilized the NCDOT
SuperPave design methods for calculating required pavement sections. The table below presents
the recommended design sections for the three roadways. All asphalt and base course stone
should meet most recent NCDOT specifications for roadways with respect to both density and
gradation.
ROADWAY PAVEMENT
SECTION
Crested Iris Drive 2.0" S9.513
2.5" 119.0
8.0" CABC
Amber Leaf Drive 2.0" S9.513
2.5" 119.0
8.0" CABC
Brightwater Drive 2.0" S9.513
4.0" 119.0
8.0" CABC
The durability and performance of the pavements will be highly dependent on the
subgrade conditions and drainage conditions implemented in the design. The subgrade of all
paved areas should be properly compacted to 98% of the standard Proctor maximum dry density
at +/- 2 percent of optimum moisture content immediately prior to base course stone placement.
We recommend that the subgrade of all pavement areas be proofrolled and any yielding areas
identified. These areas should be repaired prior to base course stone placement. All pavements
should be properly graded to promote runoff of water and if any planter areas or irrigation areas
will exist uphill of pavements, we recommend consideration be given to installing some type of
drainage system such as strip drains behind the back of curb to reduce the potential for seepage
of groundwater into the base course behind the curbs.
:.riu :. ?e?tect??a : am
Harnett County Dept of Public Utilities
Re: Proposed Brightwater Biotechnology & Medical Center Sewer Outfall and Roadways
March 1, 2010
Page: 8
SUMMARY
In summary, the main challenges on the project will be the presence of some shallow PWR above invert
elevation on the sewer which will require blasting operations. Additionally, some of the inverts at the bore and
jack locations extend below the top of the PWR, and a boring machine capable of drilling through those
materials will be required to advance the line beneath the roadways and railroad. At the time of our
investigation, the near surface soils were very saturated and soft to depths of 2 to 3 feet. As such, some repairs
should be expected beneath roadways. Grading the site during the warmer drier summer months of the year will
help minimize those repairs; however, it should be expected that higher than normal repairs will be required in
low lying areas.
GeoTechnologies, Inc. appreciates the opportunity to provide you with our services during this phase of
the project. Please contact us if you should have questions regarding this information or if we may be of further
assistance.
Sincerely,
DLI/pr-mrp /lam
Attachments
L:\1100066EA\l 100066ea-Sub.docx
GeoTechnologies, Inc.
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Davy L. Israel, P.E.
NC Registration No. 143
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GeratechnicaI and Construction hAaterials Testing So vices
TABLE 1
Rock Depth
Brightwater Sewer Outfall
Harnett County, NC
Boring # ; Station/Manhole # Ground
Elevation Proposed
Sewer Invert Elevation of
PWR
B-1 2+50/MH# 1 146.5 135 143.5
B-2 6+41/MH#3 158 140 153.0
B-3 8+43/MII#4 161.5 141 146.5
B-4 9+62/MH#5 159.5 141.5 146.5
B-5 14+57/MH#8 157.5 139.5 141.5
B-6 18+06/MH#9 157 141 139.0
B-7 22+85/MH#11 165 146 142.5
B-8 4+43/MH#12 165 149.5 155.5
B-9 8+50/MH# 16 163.5 151.5 151.0
B-10 12+15/M 1#18 173 153 162.0
B-11 4+78/MI 1#22 179 150.5 155.5
B-12 7+23 H#24 171.5 151 160.0
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11
16
TEST BORING RECORD
DEPTH
(FT.)
0.0
0.3
3.0
7.0
12.5
14.2
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
146.50 10 20 40 60 100
Topsoil NII

Very Hard Light Brown & Orange SILT ,

9-40-37
Partially Weathered Rock - Sampled as Gray &
Brown SILT 4

4

141.5
50/4.5"
.CD
.D
Hard Gray & Brown SILT w/Clay Layer @ 9.5-10' ML
136.5
30-10-28
Partially Weathered Rock - Sampled as Gray,
Brown & Orange SILT 4
p
Boring terminated at 14.2' 131.5 50/2"
126.5
121.5
116.5
111.5

Dry at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
1-10-0066-EA
B- 1
2-12-10 oTechnologies, i

D
D
7
7
Z

( +
TEST BORING RECORD
DEPTH DESCRIPTION
(FT.)
0.0
1.5
2.5
7.0
15.0
19.0
ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
15R an 111 20 4n 60 100
Topsoil
Soft Orangish Tan Fine to Medium Sandy Silty CL 1-1-2
CLAY CL
Hard Gray, Orange & Tan Fine Sandy Silty CLAY
153.0
I1-18-24
Very Stiff Orange & Gray Fine sandy SILT
w/Quartz ML

148.0

143.0 10-13-15
Q
Partially Weathered Rock - Sampled as Brown
SILT 4
C>
D
D
d 17-26-50/4.5"
Boring terminated at 19' 138.0 5010"
133.0
128.0
123.0

Groundwater encountered at 14' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
1-10-0066-EA
B- 2
2-12-10 CcoTe(hnologies, 51
a
0
c?
'a
C7
m
0
0
_o
Z
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TEST BORING RECORD
DEPTH
(FT.)
0.0
0.6
1.
3.:
7.1
10.1
15.(
24.1
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
1F1 4n in 7n An Ln inn
Topsoil - - - - -
Loose Tan Silty Fine to Medium SAND SM
Stiff Orange Fine to Medium Sandy Silty CLAY CL 2-4-9
Very Stiff Red, Orange & Gray Silty CLAY CL
CH 156.5
9-12-16
Very Dense Tan Silty Fine to Medium SAND SM
w/Quartz Gravel
151.5 44
50/6"
-
Very Hard Brown & Orange SILT w/Rock ML
Fragments
146.5
Partially Weathered Rock - Sampled as Gray SILT 4 17-26-50/3"

.D -
.Q
Q 141.5
50/1"

D
<1
.D
d

Boring terminated at 24.1' 136.5 5011
131.5
c
r
c
c
u
126.5
5
t
c
Groundwater encountered at 17.5' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
1-10-0066-EA
B-3 \.
2-12-10 ?....... _

TEST BORING RECORD
DEPTH
(FT.)
0.0
0.9
2.5
6.5
11.5
13.0
19.0
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
159.50 10 20 40 60 100
Topsoil
Very Soft Tan Silty Fine to Medium Sandy CLAY
3-1-1
Stiff Tan, Gray & Orange Silty CLAY
I
154.5
4-5-7

Medium Dense Gray Silty Fine to Medium SAND M
-/Quartz
149.5
20-13-9

Very Hard Yellow & Brown SILT ML -
Partially Weathered Rock - Sampled as Brown & Q
Gray SILT .0
144.5 50/2.5"

.D
4
.D
d

Boring terminated at 19' 139.5 5010"
134.5
129.5
124.5

Groundwater encountered at 11.5' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
11 C; a
1-10-0066-EA
B- 4
2-12-10 ?....... 11

0
D
7
7

(,
TEST BORING RECORD
DEPTH
(FT.)
0.0
0.2
3.5
7.0
14.0
16.0
19.3
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
157.50 10 20 40 60 100
Topsoil CL
Firm Orange, Brown & Gray Fine Sandy Silty

CLAY CH
I-2-3
Stiff Brown, Orange & Gray Fine Sandy Silty
CLAY CL
152.5
46-8
Very Stiff Orangish Brown & Gray Silty CLAY CL
147.5
5-8-12
Very Stiff Gray & Brown Fine to Medium Sandy CL 142.5 Q
CLAY w/Quartz 7-8-20 -
Partially Weathered Rock - Sampled as Dark Gray
SILT Q
.?
4
.C>

"
Boring terminated at 193 137.5 50/3
132.5
127.5
122.5

Groundwater encountered at 15' at time of boring.
JOB NUMBER 1-10-0066-EA
BORING NUMBER B- 5
DATE 2-14-10
PAGE 1 OF 1
0coTe(hnologies, Inc.
0
a
r
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c?
0
0
o_
2
a

TEST BORING RECORD
DEPTH
(FT.)
0.0
0.8
1.5
3.0
7.0
13.0
18.0
19.3
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
157.00 10 20 40 60 100
Topsoil
Very Loose Dark Gray Silty Fine to Medium SM
SAND CL 4-2-2
Soft Brown Fine to Medium Sandy CLAY L
Stiff Orange, Red & Gray Fine Sandy Silty CLAY C
152.0
3-5-5
Very Stiff Gray Silty CLAY CH
147.0
6-7-9
Very Stiff Dark Orange Clayey SILT w/Sand
Seams & Quartz ML
142.0
5-8-8
Partially Weathered Rock - Sampled as Grayish
Brown SILT q
"
' 137.0 50/4
Boring terminated at 19.3 132.0
127.0
122.0

Dry at time of boring.
JOB NUMBER 1-10-0066-EA
BORING NUMBER B- 6
DATE 2-12-10
PAGE 1 OF 1
'Nor, ;1 OcoTe(hnologies, Inc.
0
r
0
s
i
L
a
0
0
0
Z
Q

TEST BORING RECORD
DEPTH
(FT.)
0.0
0.6
3.0
6.0
8.5
10.0
17.0
22.5
24.3
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
165.0n in 2n An 6n 1 nn
Topsoil
Firm Yellowish Brown Fine to Medium Sandy
CLAY CL
2-2-3
Very Stiff Red, Orange, & Gray Fine to Medium
Sandy CLAY CL

160.0
6-9-10
Medium Dense Tan Clayey Silty Fine to Medium
SAND w/Gravel SC
Very Stiff Light Gray Clayey Micaceous SILT ML
155.0
Hard Yellowish Brown SILT ML
150.0 48-15
Q
L 12-1423 -
Very Hard Greenish Brown SILT ML
145.0
20-29-33
Partially Weathered Rock - Sampled as Brown &
Gray SILT d
IS

"
Boring terminated at 24.3' 140.0 50/4
135.0
130.0

Groundwater encountered at 15' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
1-10-0066-EA
B- 7
2-1410 ....
0coTechnologies, Inc.
4 ?

L
D
D
L
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TEST BORING RECORD
DEPTH
(FT.)
0.0
0.4
2.5
6.0
9.5
20.0
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
165.00 10 20 40 60 100
Topsoil CL
Stiff Brown Fine Sandy Silty CLAY w/Quartz
2-2-8
Stiff Gray & Brown Micaceous SILT ML
160.0
5-6-7
Very Hard Gray & Brown Micaceous SILT ML

Weathered Rock - Sam
led as Greenish
Partiall q 155.0 35-50/3"
p
y
Brown to Gray SILT .?
4

.l>
a 150.0 50/1.5"
.L>

.D
D
.C>
D
.Li 145.0 41-50/4"
Boring terminated at 20'
140.0
135.0
130.0

Dry at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE I OF 1
1-10-0066-EA
B- 8 \ .,,.. .
2-11-10
OeoTechnologles, Inc.
0
0
c?
F
'a
C7
co
m
0
0
o_
Z
a
TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 163.50 10 20 40 60 100
0.6
1.0
2.0
3.5
6.5
8.5
12.5
19.2
Topsoil
Very Loose Light Gray Silty Fine SAND SM
Loose Tan & Gray Silty Fine SAND
CL 1-2 4
Firm Tan Fine Sandy Silty CLAY CH
Stiff Brown & Gray SILT w/PWR Fragments ML
158.5
6-5-8
Hard Brown & Gray SILT w/PWR Fragments ML
15-15-23
Very Stiff Brown & Gray SILT w/PWR Fragments ML
153.5
12-1o-1s
Partially Weathered Rock - Sampled as Gray SILT d
.D
4

148.5

50/4"

1 4
d
4
Boring terminated at 19.2' 143.5 50/2"
138.5
133.5
128.51 1

Dry at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
1-10-0066-EA
B- 9 ....
2-10-10 OcoTechnologies, Inc.
1 41 i

D
O
Z_
,l ,
L TEST BORING RECORD
DEPTH DESCRIPTION
(FT.)
0.0
0.5
1.5
3.0
6.5
8.5
11.0
25.0
ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
173.00 10 20 40 60 100
Topsoil

Very Loose Tan Silty Fine to Medium SAND SM
Very Loose Tan Clayey Fine to Medium SAND SC 1=18"
Soft Light Gray & Orange Fine to Medium Sandy CL
Silty CLAY
168.0
1-2-1
Stiff Gray & Orange Fine Sandy Silty CLAY CL
CH 4-6-7
Very Stiff Gray & Orange Fine Sandy Silty CLAY CL
w/Quartz CH 163.0
5-9-13
Partially Weathered Rock - Sampled as Greenish <1
Brown to Gray SILT . D
4
.C>
4 158.0
45-50/2"
S
4

4
.D
D
.6 153.0
4 20-44-50/2"
6
4
C>

?
148.0
32-50/6"
Boring terminated at 25'
143.0
138.0

Groundwater encountered at 1.0' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
1-10-0066-EA
B-10
2-11-10
0
N
0
'a
C7
ro
m
0
0
_o
Z
a
f
I , y .
TEST BORING RECORD
DEPTH
(FT.)
0.0
0.3
1.5
2.5
20.0
23.5
34.5
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
179.00 it) 20 do 60 inn
Topsoil SM
Very Loose Tan Silty Fine to Medium SAND
Stiff Orange & Brown Fine to Medium Sandy Silty CL 1=12"-3
CLAY CL
Very Stiff Orange, Brown & Tan & Gray Silty
CLAY 174.0
5-7-9
169.0
6-10-14
164.0
6-8-10
159.0
Very Stiff Gray & Brown Clayey SILT ML 8-11-18
Partially Weathered Rock - Sampled as Dark Gray 4

Micaceous SILT
LS
154.0 50/6"
4
.D
d

4
LS
?j 149.0 41-50/1
5"
.

<1
.D
V
LS
5010
5"
terminated at 34
5'
Borin 144.0 .
.
g
Groundwater encountered at 21' at time of boring.
JOB NUMBER 1-10-0066-EA
BORING NUMBER B-11
DATE 2-9-10
PAGE I OF 1
[2111111N, C; C oTe (h n o I o g I e s, I n c.
IMF'

D
7
z

,t r
TEST BORING RECORD
DEPTH
(FT.)
0.0
0.3
1.5
3.5
8.5
11.5
14.5
17.0
19.3
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
171.50 10 20 40 60 100
Topsoil SM
Very Loose Light Gray & Tan Silty Fine to
Medium SAND SC 2-2-2
Very Loose Orange & Tan Clayey Fine to Medium
SAND w/Quartz from 2.5-3.5' CL
Stiff Gray & Brown Silty CLAY 166.5
4-6-7
5-6-7
Hard Gray & Brown Micaceous SILT w/PWR ML
161.5
I 1-17-20
Partially Weathered Rock 4
.C>
d
?

=50/3"
Hard Brown & Brown Micaceous SILT
Ver ML 156.5
y 48-28-25
Partially Weathered Rock - Sampled as Gray &
Brown Micaceous SILT 11
.D
4

4

0
"
Boring terminated at 19.3' 151.5 50/3
146.5
141.5
136.5

Groundwater encountered at 2.0' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
1-10-0066-EA
B-12
2-8-10
0
a
0
C7
a
C9
cc
m
0
0
0
z
cal
TEST BORING RECORD
DEPTH
(FT.)
0.0
0.6
1.5
2.5
4.0
6.0
8.5
13.5
14.5
15.5
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
187.5 fl in 2n 40 6n Ina
Topsoil
Very Loose Light Gray Silty Fine to Medium SM
SAND CL 1-2-3
Firm Gray & Orange Fine Sandy Silty CLAY SM
Loose Light Gray Silty Fine to Medium SAND
w/Quartz CL 182.5
Stiff Orange & Gray Fine Sandy Silty CLAY 3 4 9
Medium Dense Orange Clayey Silty Fine to
Medium SAND SC

7-6-6
Stiff Orange Silty CLAY w/Sand Seams CL
177.5
4-6-5
Very Loose Silty Fine to Medium SAND SM
Firm Brown SILT ML 172.5
J[ WOH-3 4
Boring terminated at 15.5' 167.5
162.5
157.5
152.5, 1

Groundwater encountered at 4.5' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
1-10-0066-EA
2-11-10 ......... 0coTechl, Inc.
no ogles
14 1

i
D
D
J
J
Z
I W .l
DYNAMIC HAND CONE
PENETROMETER RECORD
DEPTH
(FT.)
0.0
0.5
3.0
9.5
12.5
15.0
DESCRIPTION ELEVATION PENETRATION PER BLOWS PER
(FT.) INCREMENT 13/4"
20956 16 26 46 66 166
Topsoil

Very Loose Brown Silty Fine to Medium SAND SM

3-2-1
Medium Dense Orange, Brown & Gray Clayey
Fine to Medium SAND SC

204.5
10-12-14
15
Fine to Medium
& B
iff G
O
S CL 199.5
rown
range,
ray,
t
Sandy CLAY CH

Very Stiff Gray & Red Fine Sandy Clayey SILT ML

194.5
15+
Boring terminated at 15'
189.5
184.5
179.5
174.5

Groundwater encountered at 2.5' at time of boring.
JOB NUMBER 1-10-0066-EA
BORING NUMBER B-14
DATE 2-9-10
PAGE 1 OF 1

0
N
F
0
'a
ro
m
0
0
o_
Z_
cal
TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 166.50 10 20 40 60 100
0.3
2.0
3.5
6.5
9.5
Topsoil SM
Loose Gray Silty Fine to Medium SAND w/Gravel
3-3-6
Loose Orangish Tan Clayey Silty Fine to Medium
SAND SC
Stiff Gray & Orangisb Brown Clayey SILT ML
161.5
6-9-6
Partially Weathered Rock - Sampled as Brown &
Gray SILT 4
IS
4
?
41-50/3"

"
26-50/6"
Borin
terminated at 9
5' 156.5
g
. 151.5
146.5
141.5
136.5
131.5
r-T - E M T M
Dry at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
1-10-0066-EA
R- 1
2-11-10...... .CcoTechnologies, Nor
{ f I ,

D
L
7
Z
D
1 4 - 0
L TEST BORING RECORD
DEPTH
(FT.)
0.0
0.6
4.0
5.0
6.0
9.0
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/Fr.) SIX INCHES
160.5 6 16 20 40 60 100
Topsoil
Very Loose Light Gray Silty Flne to Medium
SAND w/Gravel SM
1-1-2
Loose Light Gray Silty FIne to Medium SAND SM 155.5
w/Gravel ML 3-44

Firm Gray & Brown Clayey SILT Q
Partially Weathered Rock - Sampled as Gray &
Brown SILT ;p
Q
D 50/6"

50/6"
Boring terminated at 9' 150.5
145.5
140.5
135.5
130.5
125.5

Groundwater encountered at 6.5' at time of boring.
JOB NUMBER 1-10-0066-EA
BORING NUMBER R- 2
DATE 2-11-10
PAGE 1 OF 1
CC; oTechnolo-gies, Inc.
0
N
0
a'
c?
0
0
0
Z
a
TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
00 170.50 10 20 40 60 100
0.3
1.5
3.0
5.5
8.5
9.5
Topsoil SM
Fine to Medium SAND
Loose Tan Silt
Ver
y
y
Very Soft Orangish Tan Silty Fine to Medium CL 1=12"-2
Sandy CLAY CL
Stiff Gray, Orange & Tan Fine Sandy Silty CLAY
-/Quartz
165.5
7-8-7
Very Stiff Brown & Gray SILT ML

7-11-13
Q
Partially Weathered Rock - Sampled as Brown & A 33-50/6"
Gray SILT 160.5
Boring terminated at 9.5'
155.5
150.5
145.5
140.5
135.5

Groundwater encountered at 7.5' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE I OF 1
1-10-0066-EA V
R- 3
I:zz
2-10-10
ccoTe(hnolog'es, In
D
r
a
F-
0
c?
c?
a
c?
0
0
o_
Z_

I iA 0
TEST BORING RECORD
DEPTH
(FT.)
0.0
0.5
1.0
4.0
6.5
8.5
10.0
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/Fr.) SIX INCHES
174.50 16 20 40 60 100
Topsoil ?
Very Loose Light Gray Silty Fine to Medium
SAND Sc 1-2-2
Very Loose Orangish Tan Clayey Fine to Medium
SAND
Stiff Orange & Gray Fine to Medium Sandy CLAY CL 169.5
4-5-7
Very Stiff Orange & Gray Fine Sandy Silty CLAY CL
CH
7-10-14
Very Hard Gray & Brown Micaceous SILT ML
164.5
2416-37
Boring terminated at 10'
159.5
154.5
149.5
144.5
139.5

Groundwater encountered at 1.0' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
1-10-0066-EA
R- 4
2-10-10 111
0
a
0
'a
CD
m
0
0
o_
Z
a
f
TEST BORING RECORD
DEPTH
(FT.)
0.0
0.3
1.0
4.5
6.0
7.5
10.0
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
164.00 10 20 40 60 100
Topsoil CL
Soft Orangish Tan Fine Sandy Silty CLAY CL
Firm Orange & Brown Fine Sandy Silty CLAY CH I-3-5
Very Stiff Orange
Gray & Tan Fine Sandy Silty CL 159.0
,
CLAY 8-12-15
Medium Dense Orange & Tan Clayey Fine to
Medium SAND SC
Very Stiff Orange, Tan, Brown & Gray Fine Sandy
Silty CLAY CL
CH

154.0 9-7-9

10-9
11
Boring terminated at 19
149.0 -
144.0
139.0
134.0
129.0

Dry at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
1-10-0066-EA
R- 5
2-4-10 OcoTe(hnologies, Moor,
1 1v
z
L
I ( 4
TEST BORING RECORD
DEPTH
(FT.)
0.0
0.7
1.0
3.5
6.0
8.5
10.0
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
170.50 10 20 40 60 100
Topsoil
Soft Orangish Tan Fine Sandy Silty CLAY
Stiff Orange & Brown Fine Sandy Silty CLAY CL 1-3-6
Hard Orange & Brown Fine Sandy Silty CLAY CL
165.5
10-15-20
Very Stiff Red, Brown & Gray Fine to Medium
Sandy Silty CLAY CL

8-11-13
Medium Dense Tan Slightly Clayey Silty Fine to
Medium SAND SM
160.5
10-12-12
Boring terminated at 10"
155.5
150.5
145.5
140.5
135.5

Dry at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
1-10-0066-EA
R- 6 \ ....
2-4-10..........
0
n
N
0
c?
'a
0
0
o_
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a
TEST BORING RECORD
DEPTH
(FT.)
0.0
0.3
1.0
2.5
6.5
8.5
10.0
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
175.50 10 20 40 60 100
Topsoil SM
Very Loose Light Gray Silty Fine to Medium
SAND CL
1=9"-1=9"
Very Soft Orangish Brown Fine to Medium Sandy
Silty CLAY SC
Medium Dense Red, Orange & Brown Clayey Fine 170.5
to Medium SAND 7-10-10
Very Stiff Gray & Orange Fine Sandy Silty CLAY CL
CH
8-10-14
Medium Dense Gray & Brown Clayey Fine to
Medium SAND SC
165.5
8-10-11
Boring terminated at 10'
160.5
155.5
150.5
145.5
140.5

Groundwater encountered at 8.5' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
1-10-0066-EA
R- 7
2-8-10......... CcoTechnologies,

.r
DEPTH
(FT.)
0.0
0.3
3.5
6.0
9.C
10.C
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
". cn in 1n do 6n 1(10
Topsoil SM
Very Loose Tan Silty Fine to Medium SAND 1-1-2
Medium Dense Light Brown Slightly Clayey Silty
Fine to Medium SAND SM
173.5
1 ? 1 1 9-11-12
Very Stiff Gray & Orangish Brown Fine to

Medium Sandy CLAY w/Quartz from 6-7.5' CL
11-11-6
Very Hard Orangish Brown SILT ML 168.5 4-30-32
Boring terminated at 10'
163.5
158.5
153.5
148.5
143.5

Groundwater encountered at 2.0' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE I OF 1
1-10-0066-EA \..
R- 8
2-9-10 ?....... e(hnologies, Inc.

N
H
0
F
a
m
0
0
o_
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GeoTechnologies, Inc.
JOB #: 1-10-0066-EA
DATE: 2/16/2010
NOTES: PROCTOR DATA:
Opt. Moisture = 8.4%
SOIL DESCRIPTION:
CBR DATA SHEET
JOB NAME: Brightwater Biotechnology and Medical Cen
SAMPLE I.D. R-1 DEPTH: 1-3'
TEST PROCEDURE: ASTM D 698
Max. Dry Density = 131.2 PCF
Gray Silty Sand
CBR SPECIMEN DATA Swell Data
MOISTURE CONTENT 6.8% Initial Reading 0.384
WET DENSITY 139.5 Ibs./cuff Final Reading 0.384
DRY DENSITY 130.6 Ibs./cu.R Mold Height 4.570
% COMPACTION 99.6% % Swell 0.00
LOAD CELL 2000 LB.
RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 Ibs.
I
700.0
i I
I
600.0
I
500.0 -- - -- --! -- -
i
r I
400.0 -
I
I
i 300.0
;
200.0
100.0 - -- - - ---
i
0.0
I
0.000 0.100 0.200 0.300 0.400 0.500 0.600 ;
CBR @ 0.1" 15.4
CBR @ 0.2" 23.4
% SWELL 0.0

C9 1
GeoTechnologles, Inc.
JOB #: 1-10-0066-EA
DATE: 2/16/2010
NOTES: PROCTOR DATA:
Opt. Moisture = 19.8%
SOIL DESCRIPTION:
CBR DATA SHEET
JOB NAME: Bridgewater
SAMPLE I.D. R-6 DEPTH:
TEST PROCEDURE
Max. Dry Density = 105.0 PCF
Brown Fine Sandy. Clayey Silt
ASTM D 698
CBR SPECIMEN DATA Swell Data
MOISTURE CONTENT 18.8% Initial Readin 0.269
WET DENSITY 123.21bs./cu.tt. Final Reading 0.302
DRY DENSITY 103.7 Ibs./cuff Mold Height 4.573
% COMPACTION 98.8% % Swell 0,72
LOAD CELL 2000 LB.
120.0
100.0
80.0
60.0
40.0
20.0
RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 Ibs.
0.0
0.000 0.100 0.200 0.300 0.400 0.500 0.600
CBR @ 0.1" 4.1
CBR @ 0.2" 4.1
% SWELL 0.7
r-
? I

GeoTechnologies, Inc.
JOB #: 1-10-0066-EA
DATE: 2/16/2010
NOTES: PROCTOR DATA:
Opt. Moisture= 16.2%
SOIL DESCRIPTION:
CBR DATA SHEET
JOB NAME: Brightwater Biotechnology and Medical Cen
SAMPLE I.D. 5-11 DEPTH: 0.5-5.0'
TEST PROCEDURE; ASTM D 698
Max. Dry Density = 109.6 PCF
Brown Sandy Silty Clay
CBR SPECIMEN DATA Swell Data
MOISTURE CONTENT 16.2% Initial Reading 0.190
WET DENSITY 125.7 Ibs./cuff Final Reading 0.225
DRY DENSITY 108.2 Ibs./cuff Mold Height 4.553
% COMPACTION 98.7% % Swell 0.77
LOAD CELL 2000 LB.
200.0
180.0
160.0
140.0
120.0
100.0
80.0
60.0
40.0
20.0
0.0
0.000
RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 Ibs.
0.100 0.200 0.300 0.400 0.500 0.600
CBR @ 0.1" 7.4
__CBR @ 0.2" 7.2
% SWELL 0.8
c . .
1
1
1
1
\1 ? IN
$1 Atterberg Limits: LL 19.0 PI 3.0
LL
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0
100
95 FOR SPECIFIC GRAVITY EQUAL TO:

35

Job No: 1-10-0066-EA Date: 2123110
Job Name: Brightwater Biotechnology & Medical Center
30 - North Carolina
tion: Harnett Co
b L
J
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o
oca
Boring No: R-1
Sample No:
1-3'
25 Depth:
TEST RESULTS

Method of Test: ASTM D 698

20 Maximum Dry Density: 131.2 PCF
8
4%
.
Optimum Moisture Content:
Natural Moisture Content: 10.2%

15

Soil Description: Gray Silty Sand

10

05

CURVES OF 100°k SATURATION

2.80

2.70
90
2.60

85

80

75
0 5 10 15 20 25 30 35 40 4
WATER CONTENT (Percent Dry Weight)
5
MOISTURE-DENSITY RELATIONSHIP
GeoTechnologies, Inc.
Raleigh, NC 27615
135 ' • ' 1 11
Job No: 1-10-0066-EA Date: 2116110
Job Name: Bridaewater Biotechnology & Medical Center
130
Job Location: Harnett Co. North Carolina
Boring No: 0-A
Sample No:
125 Depth:
TEST RESULTS
120
$11
U_
a
U
m
N11
o
c
0
a
r
z 1(
w
0
o:
0
1
Method of Test: ASTM D 698
Maximum Dry Density: 105.0 PCF
Optimum Moisture Content: 19.8%
Natural Moisture Content: 22.60/0
Atterberg Limits: LL 54.0 PI 26.0
Soil Description: Brown Fine, Sandy Claim
CURVES OF 100% SATURATION
FOR SPECIFIC GRAVITY EQUAL TO:
2.80
2.70
2.60
85
75L
0
5 10 15 20 25 30 35
WATER CONTENT (Percent Dry Weight)
MOISTURE-DENSITY RELATIONSHIP
GeoTechnologies, Inc.
Raleigh, NC 27615

.. 0
Beasley, Troy
From: Smith, Ronnie D SAW [[e-mail]]
Sent: Monday, March 08, 2010 6:43 AM
To: Beasley, Troy
Cc: Amschler, Crystal C SAW
Subject: RE: Brightwater Medical Complex - Jurisdictional Determination
Troy,
The 0.22 acre pond is a feature excavated from high ground and is not subject to Clean
Water Act jurisdiction.
Ronnie Smith
Regulatory Specialist
Wilmington Regulatory Field Office
U.S. Army Corps of Engineers
69 Darlington Avenue
Wilmington, North Carolina 28403
Office: 910-251-4829
Fax: [phone]
Website: http://www.saw.usace.army.mil/WETLANDS
The Wilmington District is committed to providing the highest level of support to the
public. To help us ensure we continue to do so, please complete the Customer Satisfaction
Survey located at our website at http://per2.nwp.usace.army.mil/survey.html
-----Original Message-----
From: Beasley, Troy [mailto:[e-mail]]
Sent: Friday, March 05, 2010 9:26 AM
To: Smith, Ronnie D SAW; Amschler, Crystal C SAW
Subject: Brightwater Medical Complex - Jurisdictional Determination
Ronnie,
In a previous conversation, you had stated that the small pond on the Brightwater property
was not jurisdictional. However, this was never documented on the signed wetland survey.
I have attached a copy of the signed wetland survey showing the pond. Since the
Brightwater project is a County project, I just want to have confirmation in writing that
the pond is not subject to Corps jurisdiction. Could you please confirm that the onsite
pond is not jurisdictional by responding to this email.
Thanks for your help. Please feel free to call me if you have any questions.
Troy Beasley
Withers & Ravenel Inc.
1410 Commonwealth Drive, Unit 101, Wilmington, NC 28403
tel: [phone] fax:
910.256.2584<http://www.withersravenel.com/sigs/TroyBeasley.gif>
http://www.withersravenel.com <http://www.withersravenel.com/>
NOTICE OF CONFIDENTIALITY AND NONDISCLOSURE: This electronic message, which includes any
attachments and other documents referred to herein, contains information from Wither &
Ravenel, Inc. that may be legally privileged and confidential. The information is intended
for the use of the addressee(s) only. If you are not the addressee, note that any
disclosure, copying, printing, distribution, or use of the contents of this message is
prohibited.
If you received this message in error, please advise the sender by reply and delete this
electronic message and any
attachments.<http://www.withersravenel.com/sigs/NoticeOfConfidentiality.gif>
1
APPENDIX 5
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified ? Yes ® No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
? Yes ? No
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 37%
2b. Does this project require a Stormwater Management Plan? ® Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
The applicant proposes a combination of wet/dry detention ponds that will provide 85% TSS removal, as per DWQ
guidelines. Please note that the stormwater plans have only been finalized for Phase I of the project. As future Phases
are developed, the applicant will submit the stormwater plans under separate cover for review by DWQ. We are
requesting a conditional Stormwater Permit, stating that future phases/impacts will not be constructed until the SW plans
have been reviewed and approved by the NC-DWQ. A copy of the Stormwater Management Plan has been provided as
Appendix 8 to this application.
? Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWQ Stormwater Program
® DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project? Harnett County
? Phase II
3b. Which of the following locally-implemented stormwater management programs ? NSW
? USMP
apply (check all that apply): ® Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ® No
attached?
The project is being permitted as a conceptual master plan. Therefore, a final
Stormwater Management plan for the entire site has not been completed. We are
requesting a conditional permit, stating that future phases/impacts will not be
constructed until the stormwater plans have been reviewed and approved by the
NC-DWQ. The proposed Stormwater Management Plan has been provided as an
Appendix to this application.
4. DWQ Stormwater Program Review
? Coastal counties
? HQW
4a. Which of the following state-implemented stormwater management programs apply ? ORW
(check all that apply):
? Session Law 2006-246
? Other:
4b. Has the approved Stormwater Management Plan with roof of approval been ? Yes ? No
Page 10 of 12
PCN Form - Version 1.3 December 10, 2008 Version
APPENDIX 6
attached?
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ® Yes ? No
5b. Have all of the 401 Unit submittal requirements been met? ® Yes ? No
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the ® Yes ? No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ? Yes ® No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.) ? Yes ? No
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ? Yes ® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
The proposed project is located within a developed area of Lillington. The proposed project will consist of a self-
sustaining medical complex with all necessary services to support the medical complex. Since this project is located
within an area designated for future commercial development, it is not anticipated that additional development will occur
as a direct result of the construction of the proposed project. Therefore, the proposed project will not result in cumulative
impacts to downstream water quality.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
The ultimate treatment methods for wastewater disposal will be provided by Harnett County Department of Public Utilities.
Page 11 of 12
PCN Form - Version 1.3 December 10, 2008 Version