20160689 Ver 3_Report of Geotechnical Services_20191011

REPORT OF GEOTECHNICAL SUBSURFACE EXPLORATION
GRANTHAM SUBDIVISION - PHASES 3 AND 4 SEWER LINE
ROBINSON CHURCH ROAD
HARRISBURG, NORTH CAROLINA

SUMMIT PROJECT NO. 4140.502

Prepared For:

Mr. Shawn Santee
Santee Land Group, Inc.
11535 Carmel Commons Boulevard, Suite 101
Charlotte, North Carolina 28226
Email: [e-mail]

Prepared By:

SUMMIT Engineering, Laboratory & Testing, P. C. (SUMMIT)
3575 Centre Circle Drive
Fort Mill, South Carolina 29715

September 9, 2019

i
September 9, 2019
Mr. Shawn Santee
Santee Land Group, Inc.
11535 Carmel Commons Boulevard, Suite 101
Charlotte, North Carolina 28226
Email: [e-mail]
Subject: Report of Geotechnical Subsurface Exploration
Grantham Subdivision - Phases 3 and 4 Sewer Line
Robinson Church Road
Harrisburg, North Carolina
SUMMIT Project No. 4140.502
Dear Mr. Santee:
SUMMIT Engineering, Laboratory & Testing, P. C. (SUMMIT) has completed a geotechnical
subsurface exploration for the Grantham Subdivision - Phases 3 and 4 Sewer Line located off of
Robinson Church Road in Harrisburg, North Carolina. These geotechnical services were
performed in general accordance with our Proposal No. P2019-752-G, dated June 26, 2019 and
our correspondences. This report contains a brief description of the project information provided
to us, general site and subsurface conditions revealed during our geotechnical subsurface
exploration.
SUMMIT appreciates the opportunity to be of service to you on this project. If you have any
questions concerning the information presented herein or if we can be of further assistance, please
feel free to call us at [phone].
Sincerely yours,
SUMMIT Engineering, Laboratory & Testing, P. C.
Todd A. Costner, E.I. Kerry C. Cooper, P.E.
Senior Professional Geotechnical Department Manager
9/9/19
Report of Geotechnical Subsurface Exploration SUMMIT Project No. 4140.502
Grantham Subdivision - Phases 3 and 4 Sewer Line September 9, 2019

ii

TABLE OF CONTENTS
SECTION Page
1.0 INTRODUCTION .............................................................................................................. 3
1.1. Site and Project Description.................................................................................... 3
1.2. Purpose of Subsurface Exploration ......................................................................... 3
2.0 EXPLORATION PROCEDURES...................................................................................... 4
2.1. Field Exploration .................................................................................................... 4
3.0 AREA GEOLOGY AND SUBSURFACE CONDITIONS ............................................... 5
3.1. Physiography and Area Geology ............................................................................ 5
3.2. Generalized Subsurface Stratigraphy ...................................................................... 5
3.2.1. Surface Materials........................................................................................ 6
3.2.2. Auger Refusal ............................................................................................. 6
3.2.3. Groundwater Level Measurements ............................................................ 7
4.0 CONSTRUCTION CONSIDERATIONS .......................................................................... 8
4.1. Difficult Excavation ................................................................................................ 8
4.2. Temporary Excavation Stability ............................................................................. 9
4.3. Structural Fill .......................................................................................................... 9
4.4. Engineering Services During Construction .......................................................... 10
5.0 RELIANCE AND QUALIFICATIONS OF REPORT .................................................... 12
APPENDIX 1 - Figures
Site Vicinity Map .................................................................................................................1
Boring Location Plan ...........................................................................................................2
APPENDIX 2 - Boring Logs
Report of Geotechnical Subsurface Exploration SUMMIT Project No. 4140.502
Grantham Subdivision - Phases 3 and 4 Sewer Line September 9, 2019

3

1.0 INTRODUCTION
1.1. Site and Project Description
The subject site is located off of Robinson Church Road in Harrisburg, North Carolina. A vicinity
map showing the project’s general location is provided as Figure 1. At the time of our exploration,
the subject site was undeveloped land with a creek.
SUMMIT was provided a plan sheet titled “Sewer & Water Plan-Profile”, prepared by Latham-
Walters Engineering, Inc. dated February 8, 2018 that indicated the configurations of the proposed
construction planned for this project.
1.2. Purpose of Subsurface Exploration
The purpose of this exploration was to obtain general geotechnical information regarding the
subsurface conditions and to provide general preliminary recommendations regarding the
geotechnical aspects of site preparation and foundation design. This report contains the following
items:
• General subsurface conditions,
• Anticipated excavation difficulties during site grading and/or utility installation,
• Remedial measures to correct unsatisfactory soil conditions during site development, as
needed,
• Construction considerations.

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 4140.502
Grantham Subdivision - Phases 3 and 4 Sewer Line September 9, 2019

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2.0 EXPLORATION PROCEDURES
2.1. Field Exploration
SUMMIT initially visited the site on August 5, 2019 and performed a geotechnical exploration
that consisted of three (3) auger probe borings (identified as B-1 through B-3). SUMMIT returned
to the site on August 22, 2019 and performed five (5) additional auger probe borings (identified as
B-4, B-4A, B-4B, B-4C through B-5). The approximate locations of the borings are shown on the
Figure 2 - “Boring Location Plan” provided in Appendix 1. The borings were located by
professionals from our office using the provided plan, recreation-grade handheld GPS, existing
topography, and aerial maps as reference. Since the boring locations were not surveyed, the
location of the borings should be considered approximate.
The auger probe borings were performed using an ATV-mounted CME 550X drill rig and
extended to approximate depths of 3 to 19.5 feet below the existing ground surface. Hollow-stem,
continuous flight auger drilling techniques were used to advance the borings into the ground. Water
level measurements were attempted at the termination of drilling. The results of these tests are
presented on the individual boring logs provided in Appendix 2 at the respective test depth.

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 4140.502
Grantham Subdivision - Phases 3 and 4 Sewer Line September 9, 2019

5

3.0 AREA GEOLOGY AND SUBSURFACE CONDITIONS
3.1. Physiography and Area Geology
The subject property is located in Harrisburg, North Carolina, which is located in the south central
Piedmont Physiographic Province. The Piedmont Province generally consists of well-rounded
hills and ridges which are dissected by a well-developed system of draws and streams. The
Piedmont Province is predominantly underlain by metamorphic rock (formed by heat, pressure
and/or chemical action) and igneous rock (formed directly from molten material) which were
initially formed during the Precambrian and Paleozoic eras. The volcanic and sedimentary rocks
deposited in the Piedmont Province during the Precambrian era were the host of the metamorphism
and were generally changed to gneiss and schist. The more recent Paleozoic era had periods of
igneous emplacement, with episodes of regional metamorphism resulting in the majority of the
rock types seen today.
The topographic relief found throughout the Piedmont Province has developed from differential
weathering of theses igneous and metamorphic rock formations. Ridges developed along the more
easily weathered and erodible rock. Because of the continued chemical and physical weathering,
the rocks in the Piedmont Province are generally covered with a mantle of soil that has weathered
in-place from the parent bedrock below. These soils have variable thicknesses and are referred to
as residual soils, as they are the result of in-place weathering. Residual soils are typically fine-
grained and have a higher clay content near the ground surface because of the advanced
weathering. Similarly, residual soils typically become more coarse-grained with increasing depth
because of decreased weathering. As weathering decreases with depth, residual soils generally
retain the overall appearance, texture, gradation and foliations of their parent rock.
3.2. Generalized Subsurface Stratigraphy
General subsurface conditions observed during our geotechnical exploration are described herein.
For more detailed soil descriptions and stratifications at a particular field test location, the
respective “Boring Logs”, provided in Appendix 2 should be reviewed. The horizontal
Report of Geotechnical Subsurface Exploration SUMMIT Project No. 4140.502
Grantham Subdivision - Phases 3 and 4 Sewer Line September 9, 2019

6

stratification lines designating the interface between various strata represent approximate
boundaries. Transitions between different strata in the field may be gradual in both the horizontal
and vertical directions. Therefore, subsurface stratigraphy between test locations may vary.
3.2.1. Surface Materials
At the time of our exploration, the surficial organic (topsoil) soils had been stripped/
removed from the ground surface of the boring locations.
3.2.2. Auger Refusal
Auger refusal conditions were encountered in Borings B-1, B-2, and B-4 through B-5 at
approximate depths ranging from 3 to 19.5 feet. Boring B-3 did not encounter auger
refusal. Auger refusal is defined as material that could not be penetrated by the drilling
equipment used during our field exploration. Materials that might result in auger refusal
include large boulders, rock ledges, lenses, seams or the top of parent bedrock. Core
drilling techniques would be required to evaluate the character and continuity of the refusal
material. However, rock coring was beyond the scope of this exploration and not
performed.
The following table summarizes the approximate depths of auger refusal conditions that
were encountered in the borings.
Summary Table of Auger Refusal Depths
Boring No. Auger Refusal Approx.
Depth, (feet)* Boring No. Auger Refusal Approx.
Depth, (feet)*
B-1 7.5 B-4A 3
B-2 19.5 B-4B 3
B-3 Not Encountered (>10’) B-4C 5.5
B-4 3 B-5 10
*Depths were measured from the ground surface existing at the time drilling was performed.

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 4140.502
Grantham Subdivision - Phases 3 and 4 Sewer Line September 9, 2019

7

3.2.3. Groundwater Level Measurements
At the time of drilling, groundwater was not observed in the borings performed during this
exploration. It should also be noted that groundwater levels tend to fluctuate with seasonal
and climatic variations, as well as with some types of construction operations. Therefore,
water may be encountered during construction at depths not indicated in the borings
performed for this exploration.

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 4140.502
Grantham Subdivision - Phases 3 and 4 Sewer Line September 9, 2019

8

4.0 CONSTRUCTION CONSIDERATIONS
4.1. Difficult Excavation
Based on the results of our borings, the contractor can anticipate encountering difficult excavation
during the construction of the proposed utility line and the use of specialized equipment and
procedures. Also, please note that the depth and thickness of partially weathered rock, boulders,
and rock lenses or seams can vary dramatically in short distances and between the boring locations;
therefore, soft/hard weathered rock, boulders or bedrock may be encountered during construction
at locations or depths, between the boring locations, not encountered during this exploration.
When blasting is utilized for trench excavation in rock, charges should be held above design
grades. Actual grades for setting charges should be selected by the contractor and he should be
responsible for any damage caused by the blasting. All loose rock should be carefully cleaned
from the bottom of the excavation prior to backfill. Trench excavations in which the rock subgrade
has been loosened due to blasting should be deepened to an acceptable bearing elevation.
In our professional opinion, a clear and appropriate definition of rock should be included in the
project specifications to reduce the potential for misunderstandings. A sample definition of rock
for excavation specifications is provided below:
Rock is defined as any material that cannot be dislodged by a Caterpillar D-8
tractor, or equivalent, equipped with a hydraulically operated power ripper (or by
a Cat 325 hydraulic backhoe, or equivalent) without the use of drilling and blasting.
Boulders or masses of rock exceeding ½ cubic yard in volume shall also be
considered rock excavation. This classification does not include materials such as
loose rock, concrete, or other materials that can be removed by means other than
drilling and blasting, but which for any reason, such as economic reasons, the
Contractor chooses to remove by drilling and blasting.

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 4140.502
Grantham Subdivision - Phases 3 and 4 Sewer Line September 9, 2019

9

4.2. Temporary Excavation Stability
Localized areas of soft or unsuitable soils not detected by our borings, or in unexplored areas, may
be encountered once grading operations begin. Vertical cuts in these soils may be unstable and
may present a significant hazard because they can fail without warning. Therefore, temporary
construction slopes greater than 5 feet in height should not be steeper than two horizontal to one
vertical (2H:1V), and excavated material should not be placed within 10 feet of the crest of any
excavated slope. In addition, runoff water should be diverted away from the crest of the excavated
slopes to prevent erosion and sloughing.
Should excavations extend below final grades, shoring and bracing or flattening (laying back) of
the slopes may be required to obtain a safe working environment. Excavation should be sloped or
shored in accordance with local, state and federal regulations, including OSHA (29 CFR Part 1926)
excavation trench safety standards.
4.3. Structural Fill
Soil to be used as structural fill should be free of organic matter, roots or other deleterious
materials. Structural fill should have a plasticity index (PI) less than 25 and a liquid limit (LL)
less than 50 or as approved by the Geotechnical Engineer-of-Record. Compacted structural fill
should consist of materials classified as either CL, ML, SC, SM, SP, SW, GC, GM, GP, or GW
per ASTM D-2487 or as approved by the Geotechnical Engineer-of-Record. Off-site borrow soil
should also meet these same classification requirements. Non-organic, low-plasticity on-site soils
are expected to meet this criterion. However, successful reuse of the excavated, on-site soils as
compacted structural fill will depend on the moisture content of the soils encountered during
excavation. We anticipate that scarifying and drying of portions of the on-site soils will be required
before the recommended compaction can be achieved. Drying of these soils will likely result in
some delay.
All structural fill soils should be placed in thin (not greater than 8 inches) loose lifts and compacted
to a minimum of 95 percent of the soil's Standard Proctor maximum dry density (ASTM D 698)
Report of Geotechnical Subsurface Exploration SUMMIT Project No. 4140.502
Grantham Subdivision - Phases 3 and 4 Sewer Line September 9, 2019

10

at/or near optimum moisture content (±2%). The upper 2 feet of structural fill should be
compacted to a minimum of 100 percent of the soil's Standard Proctor maximum dry density
(ASTM D 698) at/or near optimum moisture content (±2%). Some manipulation of the moisture
content (such as wetting, drying) may be required during the filling operation to obtain the required
degree of compaction. The manipulation of the moisture content is highly dependent on weather
conditions and site drainage conditions. Therefore, the grading contractor should be prepared to
both dry and wet the fill materials to obtain the specified compaction during grading. Sufficient
density tests should be performed to confirm the required compaction of the fill material.
4.4. Engineering Services During Construction
As stated previously, the engineering recommendations provided in this report are based on the
project information outlined above and the data obtained from field tests. However, unlike other
engineering materials like steel and concrete, the extent and properties of geologic materials (soil)
vary significantly. Regardless of the thoroughness of a geotechnical engineering exploration, there
is always a possibility that conditions between borings will be different from those at the boring
locations, that conditions are not as anticipated by the designers, or that the construction process
has altered the subsurface conditions. This report does not reflect variations that may occur
between the boring locations. Therefore, conditions on the site may vary between the discrete
locations observed at the time of our subsurface exploration.
The nature and extent of variations between the borings may not become evident until construction
is underway. To account for this variability, professional observation, testing and monitoring of
subsurface conditions during construction should be provided as an extension of our engineering
services. These services will help in evaluating the Contractor's conformance with the plans and
specifications. Because of our unique position to understand the intent of the geotechnical
engineering recommendations, retaining us for these services will also allow us to provide
consistent service through the project construction. Geotechnical engineering construction
observations should be performed under the supervision of the Geotechnical Engineer-of-Record
from our office who is familiar with the intent of the recommendations presented herein. This
observation is recommended to evaluate whether the conditions anticipated in the design actually
Report of Geotechnical Subsurface Exploration SUMMIT Project No. 4140.502
Grantham Subdivision - Phases 3 and 4 Sewer Line September 9, 2019

11

exist or whether the recommendations presented herein should be modified where necessary.
Observation and testing of compacted structural fill/backfill should also be provided by our firm.
Report of Geotechnical Subsurface Exploration SUMMIT Project No. 4140.502
Grantham Subdivision - Phases 3 and 4 Sewer Line September 9, 2019

12

5.0 RELIANCE AND QUALIFICATIONS OF REPORT
This geotechnical subsurface exploration has been provided for the sole use of Santee Land Group,
Inc. This geotechnical subsurface exploration should not be relied upon by other parties without
the express written consent of SUMMIT and Santee Land Group, Inc.
The analyses and recommendations submitted in this report were based, in part, on data obtained
from this exploration. If the above-described project conditions are incorrect or changed after the
issuing of this report, or subsurface conditions encountered during construction are different from
those reported, SUMMIT should be notified and these recommendations should be re-evaluated
based on the changed conditions to make appropriate revisions. We have prepared this report
according to generally accepted geotechnical engineering practices. No warranty, express or
implied, is made as to the professional advice included in this report.

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 4140.502
Grantham Subdivision - Phases 3 and 4 Sewer Line September 9, 2019

APPENDIX 1 – Figures
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Figure 1
Grantham Subdivision - Sewerline
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Site Vicinity Map
Phases 3 and4
CELEBRATING t5YE AR
Robinson Church Road
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Harrisburg, North Carolina
SUMMIT
ENGINEERING, LABORATORY B'IE87'R16. P.C.
3575 Centre Circle
SCAIJIi ; NTS
SUMMIT Pro ect No.: 4140.502
J
Fort Mill, South Carolina 29715
[phone]

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Figure 2
Boring Location Plan
Approx. Soil Test Boring
Location
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Boring locations were not
surveyed and should be
considered approximate
Grantham Subdivision - Sewerline
Phases 3 and 4 'e1X11AT11G t5YEAR5
Robinson Church Road / AMENNIOL
Harrisburg, North Carolina SUMMIT
SCALE: NTS
SUMMIT Project No.: 4140.502

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 4140.502
Grantham Subdivision - Phases 3 and 4 Sewer Line September 9, 2019

APPENDIX 2 – Boring Logs
PROJECT NUMBER 4140.502 PROJECT LOCATION Harrisburg, North Carolina
PROJECT NAME Grantham Subdivision - Phases 3 and 4CLIENTSantee Land Group
ABBREVIATIONS
TV
PID
UC
ppm
-
-
-
-
TORVANE
PHOTOIONIZATION DETECTOR
UNCONFINED COMPRESSION
PARTS PER MILLION
LIQUID LIMIT (%)
PLASTIC INDEX (%)
MOISTURE CONTENT (%)
DRY DENSITY (PCF)
NON PLASTIC
PERCENT PASSING NO. 200 SIEVE
POCKET PENETROMETER (TSF)
LL
PI
W
DD
NP
-200
PP
-
-
-
-
-
-
-
SAMPLER SYMBOLSLITHOLOGIC SYMBOLS
(Unified Soil Classification System)
WELL CONSTRUCTION SYMBOLS
KEY TO SYMBOLS
Water Level at Time
Drilling, or as Shown
Water Level After 24
Hours, or as Shown
Water Level at End of
Drilling, or as Shown
AUGER: Auger Probe
BLANK
SUMMIT Engineering, Laboratory & Testing, P.C.
3575 Centre Circle
Fort Mill, South Carolina 29715
704.504.1717
summit-companies.com
Auger Probed to an approx. depth of 7.5 feet bgs
Difficult Drilling at approx. 4 feet bgs
Bottom of Boring at 7.5 feet bgs, Auger Refusal
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location
GROUND ELEVATION 0 ft
LOGGED BY J Parrish
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR SUMMIT
CHECKED BY T. Costner
DATE STARTED 8/5/19 COMPLETED
AT TIME OF DRILLING --- GW NE ATD
AT END OF DRILLING ---
HOLE SIZE 6 inches
GROUND WATER/CAVE-IN:
AFTER DRILLING ---RECOVERY %(RQD)20 40 60 800 100
PL LLMC
FINES CONTENT (%)
20 40 60 800 100GRAPHICLOGELEVATION(ft.)0.0
-5.0
-10.0
-15.0
-20.0
5.0
10.0
15.0
20.0
25.0 SAMPLE TYPENUMBERMATERIAL DESCRIPTION
BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 800 100
PAGE 1 OF 1
BORING NUMBER B-1
PROJECT NUMBER 4140.502 PROJECT LOCATION Harrisburg, North Carolina
PROJECT NAME Grantham Subdivision - Phases 3 and 4CLIENTSantee Land Group
SUMMIT Engineering, Laboratory & Testing, P.C.
3575 Centre Circle
Fort Mill, South Carolina 29715
704.504.1717
summit-companies.com
14ft
Auger Probed to an approx. depth of 19.5 feet bgs
Difficult Drilling at approx. 14 feet bgs
Bottom of Boring at 19.5 feet bgs, Auger Refusal
NOTES Refer to Figure 2 "Boring Location Plan" for Aprox. Boring
GROUND ELEVATION 0 ft
LOGGED BY J Parrish
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR SUMMIT
CHECKED BY T. Costner
DATE STARTED 8/5/19 COMPLETED
AT TIME OF DRILLING --- GW NE ATD / Cave-in Depth at 14' bgs
AT END OF DRILLING ---
HOLE SIZE 6 inches
GROUND WATER/CAVE-IN:
AFTER DRILLING ---RECOVERY %(RQD)20 40 60 800 100
PL LLMC
FINES CONTENT (%)
20 40 60 800 100GRAPHICLOGELEVATION(ft.)0.0
-5.0
-10.0
-15.0
-20.0
5.0
10.0
15.0
20.0
25.0 SAMPLE TYPENUMBERMATERIAL DESCRIPTION
BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 800 100
PAGE 1 OF 1
BORING NUMBER B-2
PROJECT NUMBER 4140.502 PROJECT LOCATION Harrisburg, North Carolina
PROJECT NAME Grantham Subdivision - Phases 3 and 4CLIENTSantee Land Group
SUMMIT Engineering, Laboratory & Testing, P.C.
3575 Centre Circle
Fort Mill, South Carolina 29715
704.504.1717
summit-companies.com
7.5ft
Auger Probed to an approx. depth of 10 feet bgs
Bottom of Boring at 10 feet bgs, Boring Terminated
NOTES Refer to Figure 2 "Boring Location Plan" for Aprox. Boring
GROUND ELEVATION 0 ft
LOGGED BY J Parrish
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR SUMMIT
CHECKED BY T. Costner
DATE STARTED 8/5/19 COMPLETED
AT TIME OF DRILLING --- GW NE ATD / Cave-in Depth at 7.5' bgs
AT END OF DRILLING ---
HOLE SIZE 6 inches
GROUND WATER/CAVE-IN:
AFTER DRILLING ---RECOVERY %(RQD)20 40 60 800 100
PL LLMC
FINES CONTENT (%)
20 40 60 800 100GRAPHICLOGELEVATION(ft.)0.0
-5.0
-10.0
-15.0
-20.0
5.0
10.0
15.0
20.0
25.0 SAMPLE TYPENUMBERMATERIAL DESCRIPTION
BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 800 100
PAGE 1 OF 1
BORING NUMBER B-3
PROJECT NUMBER 4140.502 PROJECT LOCATION Harrisburg, North Carolina
PROJECT NAME Grantham Subdivision - Phases 3 and 4CLIENTSantee Land Group
SUMMIT Engineering, Laboratory & Testing, P.C.
3575 Centre Circle
Fort Mill, South Carolina 29715
704.504.1717
summit-companies.com
Auger Probed to an approx. depth of 3 feet bgs
Bottom of Boring at 3 feet bgs, Auger Refusal
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring
GROUND ELEVATION 0 ft
LOGGED BY D. Robles
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR SUMMIT
CHECKED BY T. Costner
DATE STARTED 8/22/19 COMPLETED
AT TIME OF DRILLING ---
AT END OF DRILLING ---
HOLE SIZE 6 inches
GROUND WATER/CAVE-IN:
AFTER DRILLING ---RECOVERY %(RQD)20 40 60 800 100
PL LLMC
FINES CONTENT (%)
20 40 60 800 100GRAPHICLOGELEVATION(ft.)0.0
-5.0
-10.0
-15.0
-20.0
5.0
10.0
15.0
20.0
25.0 SAMPLE TYPENUMBERMATERIAL DESCRIPTION
BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 800 100
PAGE 1 OF 1
BORING NUMBER B-4
PROJECT NUMBER 4140.502 PROJECT LOCATION Harrisburg, North Carolina
PROJECT NAME Grantham Subdivision - Phases 3 and 4CLIENTSantee Land Group
SUMMIT Engineering, Laboratory & Testing, P.C.
3575 Centre Circle
Fort Mill, South Carolina 29715
704.504.1717
summit-companies.com
Auger Probed to an approx. depth of 3 feet bgs
Bottom of Boring at 3 feet bgs, Auger Refusal
NOTES Boring Located Approx. 5' from AP-4 Towards Creek
GROUND ELEVATION 0 ft
LOGGED BY D. Robles
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR SUMMIT
CHECKED BY T. Costner
DATE STARTED 8/22/19 COMPLETED
AT TIME OF DRILLING ---
AT END OF DRILLING ---
HOLE SIZE 6 inches
GROUND WATER/CAVE-IN:
AFTER DRILLING ---RECOVERY %(RQD)20 40 60 800 100
PL LLMC
FINES CONTENT (%)
20 40 60 800 100GRAPHICLOGELEVATION(ft.)0.0
-5.0
-10.0
-15.0
-20.0
5.0
10.0
15.0
20.0
25.0 SAMPLE TYPENUMBERMATERIAL DESCRIPTION
BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 800 100
PAGE 1 OF 1
BORING NUMBER B-4A
PROJECT NUMBER 4140.502 PROJECT LOCATION Harrisburg, North Carolina
PROJECT NAME Grantham Subdivision - Phases 3 and 4CLIENTSantee Land Group
SUMMIT Engineering, Laboratory & Testing, P.C.
3575 Centre Circle
Fort Mill, South Carolina 29715
704.504.1717
summit-companies.com
Auger Probed to an approx. depth of 3 feet bgs
Bottom of Boring at 3 feet bgs, Auger Refusal
NOTES Boring Located Approx. 10' from AP-4 Towards Creek
GROUND ELEVATION 0 ft
LOGGED BY D. Robles
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR SUMMIT
CHECKED BY T. Costner
DATE STARTED 8/22/19 COMPLETED
AT TIME OF DRILLING ---
AT END OF DRILLING ---
HOLE SIZE 6 inches
GROUND WATER/CAVE-IN:
AFTER DRILLING ---RECOVERY %(RQD)20 40 60 800 100
PL LLMC
FINES CONTENT (%)
20 40 60 800 100GRAPHICLOGELEVATION(ft.)0.0
-5.0
-10.0
-15.0
-20.0
5.0
10.0
15.0
20.0
25.0 SAMPLE TYPENUMBERMATERIAL DESCRIPTION
BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 800 100
PAGE 1 OF 1
BORING NUMBER B-4B
PROJECT NUMBER 4140.502 PROJECT LOCATION Harrisburg, North Carolina
PROJECT NAME Grantham Subdivision - Phases 3 and 4CLIENTSantee Land Group
SUMMIT Engineering, Laboratory & Testing, P.C.
3575 Centre Circle
Fort Mill, South Carolina 29715
704.504.1717
summit-companies.com
Auger Probed to an approx. depth of 5.5 feet bgs
Bottom of Boring at 5.5 feet bgs, Auger Refusal
NOTES Boring Located Approx. 15' from AP-4 Towards Creek
GROUND ELEVATION 0 ft
LOGGED BY D. Robles
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR SUMMIT
CHECKED BY T. Costner
DATE STARTED 8/22/19 COMPLETED
AT TIME OF DRILLING ---
AT END OF DRILLING ---
HOLE SIZE 6 inches
GROUND WATER/CAVE-IN:
AFTER DRILLING ---RECOVERY %(RQD)20 40 60 800 100
PL LLMC
FINES CONTENT (%)
20 40 60 800 100GRAPHICLOGELEVATION(ft.)0.0
-5.0
-10.0
-15.0
-20.0
5.0
10.0
15.0
20.0
25.0 SAMPLE TYPENUMBERMATERIAL DESCRIPTION
BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 800 100
PAGE 1 OF 1
BORING NUMBER B-4C
PROJECT NUMBER 4140.502 PROJECT LOCATION Harrisburg, North Carolina
PROJECT NAME Grantham Subdivision - Phases 3 and 4CLIENTSantee Land Group
SUMMIT Engineering, Laboratory & Testing, P.C.
3575 Centre Circle
Fort Mill, South Carolina 29715
704.504.1717
summit-companies.com
Auger Probed to an approx. depth of 10 feet bgs
Bottom of Boring at 10 feet bgs, Auger Refusal
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring
GROUND ELEVATION 0 ft
LOGGED BY D. Robles
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR SUMMIT
CHECKED BY T. Costner
DATE STARTED 8/22/19 COMPLETED
AT TIME OF DRILLING ---
AT END OF DRILLING ---
HOLE SIZE 6 inches
GROUND WATER/CAVE-IN:
AFTER DRILLING ---RECOVERY %(RQD)20 40 60 800 100
PL LLMC
FINES CONTENT (%)
20 40 60 800 100GRAPHICLOGELEVATION(ft.)0.0
-5.0
-10.0
-15.0
-20.0
5.0
10.0
15.0
20.0
25.0 SAMPLE TYPENUMBERMATERIAL DESCRIPTION
BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 800 100
PAGE 1 OF 1
BORING NUMBER B-5
PROJECT NUMBER 4140.502 PROJECT LOCATION Harrisburg, North Carolina
PROJECT NAME Grantham Subdivision - Phases 3 and 4CLIENTSantee Land Group
SUMMIT Engineering, Laboratory & Testing, P.C.
3575 Centre Circle
Fort Mill, South Carolina 29715
704.504.1717
summit-companies.com