SW3180401_Geotechnical/Soils Report_20180925

ESP -30
ESP Associates, P.A. 1986 -2016
REPORT OF
SUBSURFACE EXPLORATION
REA ROAD TOWNHOMES
MARVIN, NORTH CAROLINA
ESP Project No. E4-ER22.300
Prepared For:
Pulte Homes
1 1 121 Carmel Commons Boulevard
Suite 450
Charlotte, North Carolina 28226
Prepared By:
ESP Associates, P.A.
P. 0. Box 7030
Charlotte, North Carolina 28241
August 3, 2016

ESP -30
FSP Associates, P.A. 1986 2016
August 3, 2016
Pulte Homes
11121 Carmel Commons Boulevard
Suite 450
Charlotte, North Carolina 28226
Attention: Mr. Cisco Garcia
Reference: REPORT OF SUBSURFACE EXPLORATION
Rea Road Townhomes
Marvin, North Carolina
ESP Project No. E4-ER22.300
Dear Mr. Garcia:
ESP Associates, P.A. (ESP) has completed the subsurface exploration for the Rea Road
Townhomes site located in Marvin, North Carolina. This exploration was performed in general
accordance with our Proposal No. E4B-16608, dated June 30, 2016. Authorization to proceed
with this study was provided via email authorization by you.
The purpose of the exploration was to evaluate the general subsurface conditions within the
proposed building and pavement areas with regard to the design and construction of the
foundation and pavement systems. This report presents our findings, conclusions and
recommendations for foundation design, as well as construction considerations for the proposed
foundations and pavement areas.
P.O. Box 7030 Charlotte, NC 28241
1.800.960.7317 NC: 704.583.4949, fax [phone] SC: 803.802.2440, fax [phone]
www.espassociates.com

Report of Subsurface Exploration
Rea Road Townhomes
ESP Project No. E4 -ER -2.300
August 3, 2016
ESP appreciates the opportunity to assist you during this phase of the project. If you should have
any questions concerning this report, or if we may be of further assistance, please contact us.
Sincerely,
ESP Associates, P.A.
Justin K. Gilbert. EI
Project Manager
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TABLE OF CONTENTS
1.0 INTRODUCTION................................................................................................................ 1
1.1 SITE AND PROJECT DESCRIPTION....................................................................... 1
1.2 PURPOSE OF SERVICES........................................................................................... 1
2.0 EXPLORATION PROCEDURES..................................................................................... 2
2.1 FIELD............................................................................................................................ 2
2.2 LABORATORY............................................................................................................2
3.0 SUBSURFACE CONDITIONS.......................................................................................... 3
3.1 PHYSIOGRAPHY AND AREA GEOLOGY............................................................. 3
3.2 SUBSURFACE............................................................................................................. 4
3.3 SUBSURFACE WATER.............................................................................................. 5
4.0 CONCLUSIONS AND RECOMMENDATIONS............................................................ 5
4.1
GENERAL.....................................................................................................................5
4.2
SITE DEVELOPMENT................................................................................................ 6
4.3
FOUNDATION SUPPORT.......................................................................................... 6
4.4
FLOOR SLABS............................................................................................................. 7
4.5
PAVEMENT AREAS................................................................................................... 8
4.6
CUT AND FILL SLOPES............................................................................................ 8
4.7
DRAINAGE.................................................................................................................. 9
5.0 CONSTRUCTION CONSIDERATIONS......................................................................... 9
5.1 SITE PREPARATION.................................................................................................. 9
5.2 TEMPORARY EXCAVATION STABILITY........................................................... 10
5.3 DIFFICULT EXCAVATION..................................................................................... 11
5.4 FILL MATERIAL AND PLACEMENT.................................................................... 13
5.5 STRUCTURAL FILL OVER 10 FEET IN HEIGHT ................................................ 13
6.0 LIMITATIONS OF REPORT.......................................................................................... 14
APPENDIX
FIELD EXPLORATION PROCEDURES
LABORATORY PROCEDURES
BORING LOCATION PLAN WITH SITE VICINITY MAP, FIGURE 1
LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
TEST BORING RECORDS (B-01 THROUGH B-14)
MOISTURE -DENSITY RELATIONSHIP (S-1)

Report of Subsurface Exploration ESP Project No. E4-ER22.300
Rea Road Townhomes August 3, 2016
1.0 INTRODUCTION
1.1 SITE AND PROJECT DESCRIPTION
The proposed site is located off Rea Road in Marvin, North Carolina (reference "Site Vicinity
Map" insert Figure 1). The site is bordered to the north by Sixmile Creek, to the west by
McBride Branch, to the east by Rea Road and to the south by vacant property. The site generally
consist of moderately wooded areas with a cleared area in the central portion of the site. Fencing
is present surrounding the cleared area within the central portion of the site and an abandoned
well is located in the northeast corner of the fenced area. Relief on the site appears to be on the
order of 15 to 20 feet sloping downward from east to west.
We understand that plans are to develop 8 multi -family structures containing approximately 25
units with associated infrastructure and pavement areas at the site. We anticipate that the
proposed structures will be lightly to moderately loaded with shallow foundations and slab -
on -grade floor systems. No other detailed information has been provided at this time.
1.2 PURPOSE OF SERVICES
The purpose of the exploration was to evaluate the general subsurface conditions within the
proposed building and pavement areas with regard to the design and construction of the
foundation and pavement systems. This report presents our findings, conclusions and
recommendations for foundation design, as well as construction considerations for the proposed
development. This report also contains a brief description of the field testing procedures
performed for this study and a discussion of the soil conditions encountered at the site.
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Report of Subsurface Exploration
Rea Road Townhomes
2.0 EXPLORATION PROCEDURES
2.1 FIELD
ESP Project No. E4-ER22.300
August 3, 2016
Fourteen (14) soil test borings (Borings B-01 through B-14) were performed at the approximate
locations shown on the attached "Boring Location Plan," Figure 1. The borings were located in
the field by a project manager using a hand held global positioning system (GPS). The soil test
borings were extended to depths ranging between 5.4 and 15 feet below the existing ground
surface using a CME 550X drill rig mounted on an ATV carrier. Hollow -stem, continuous flight
augers were used to advance the borings into the ground.
Standard Penetration Tests were performed at designated intervals in the soil test borings in
general accordance with ASTM D 1586 in order to obtain data for estimating soil strength and
consistency. In conjunction with the penetration testing, split -spoon soil samples were recovered
for soil classification and potential laboratory testing. Water level measurements were attempted
at the termination of drilling and at one day following the termination of drilling. A brief
description of the field testing procedures is included in the Appendix.
While in the field, a representative of the geotechnical engineer visually examined each split
spoon sample to evaluate the type of soil encountered, soil plasticity, moisture condition, organic
content, presence of lenses and seams, colors and apparent geological origin. The results of the
visual soil classifications for the borings, as well as field test results, are presented on the
individual "Test Boring Records" included in the Appendix. Similar soils were grouped into
strata on the records. The strata lines represent approximate boundaries between the soil types;
however, the actual transition between soil types in the field may be gradual in both the
horizontal and vertical directions.
2.2 LABORATORY
Select samples of the on-site soils obtained during the field testing program were tested in the
laboratory. Testing performed included a Standard Proctor compaction test. The limited testing

Report of Subsurface Exploration ESP Project No. E4-ER22.300
Rea Road Townhomes August 3, 2016
program was designed to determine selected engineering properties of the on-site soils relative to
their use for the project. The results of the soil tests performed for this study, along with a brief
description of the laboratory procedures used, are presented in the Appendix.
3.0 SUBSURFACE CONDITIONS
3.1 PHYSIOGRAPHY AND AREA GEOLOGY
The referenced property is located in Marvin, North Carolina which is in the Piedmont
Physiographic Province. The Piedmont Province generally consists of hills and ridges which are
intertwined with an established system of draws and streams. The Piedmont Province is
predominately underlain by igneous rock (formed from molten material) and metamorphic rock
(formed by heat, pressure and/or chemical action), which were initially formed during the
Precambrian and Paleozoic eras.
The virgin soils encountered in this area are the residual product of in-place chemical weathering
of rock which was similar to the rock presently underlying the site. In areas not altered by
erosion or disturbed by the activities of man, the typical residual soil profile consists of clayey
soils near the surface, where soil weathering is more advanced, underlain by sandy silts and silty
sands. The boundary between soil and rock is not sharply defined. This transitional zone termed
"partially weathered rock" is normally found overlying the parent bedrock. Partially weathered
rock is defined, for engineering purposes, as residual material with Standard Penetration
Resistances in excess of 100 blows per foot (bpf). Weathering is facilitated by fractures, joints
and by the presence of less resistant rock types. Consequently, the profile of the partially
weathered rock and hard rock is quite irregular and erratic, even over short horizontal distances.
Also, it is common to find lenses and boulders of hard rock and zones of partially weathered rock
within the soil mantle, well above the general bedrock level.
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Report of Subsurface Exploration
Rea Road Townhomes
3.2 SUBSURFACE
ESP Project No. E4-ER22.300
August 3, 2016
Subsurface conditions as indicated by the borings generally consist of topsoil underlain by
residual soils. The residual soils have formed from the weathering of the parent bedrock. The
residual soils generally transition with depth into partially weathered rock. The generalized
subsurface conditions at the site are described below. For more detailed soil descriptions and
stratifications at a particular boring location, the respective "Test Boring Record" should be
reviewed. The Test Boring Records are included in the Appendix.
Surface: A topsoil layer approximately 2 to 4 inches thick was encountered in each boring. The
thickness of topsoil encountered during site grading activities may vary from those encountered
in the relatively widely spaced borings.
Residuum: Below the topsoil in each boring with the exception of B-01 and B-05, residual soils
were encountered. The residuum generally consists of firm to hard silty clay and sandy silt and
medium dense to very dense silty sand. N -values in the residuum varied between 7 and 86 bpf.
The residuum extends to depths ranging between 1 and 15 feet below the existing ground
surface. Soil Test Borings B-06, B-11 and B-12 were terminated in the residual soils at a depth
of approximately 15 feet below the existing ground surface. Boring B-04 resulted in auger
refusal within the residuum at a depth of approximately 11.5 feet below existing ground surface.
Partially Weathered Rock: Underlying the topsoil in Boring B-01 and B-05, beneath the
residuum in Borings B-02, B-03, B-07 through B-10, B-13 and B-14, and within the residuum in
Boring B-04, partially weathered rock (PWR) was encountered. PWR is defined as residual soils
exhibiting N -values in excess of 100 bpf. When sampled, the PWR generally breaks down into
sandy silt and silty sand with rock fragments. A seam of PWR was encountered in Boring B-04,
extending between a depth of approximately 3.5 to 8.5 feet. Borings B-02, B-03, B-05, B-07
through B-10, B-13 and B-14 were terminated in the PWR at depths ranging between 13.7 and
14.9 feet. Boring B-01 resulted in auger refusal at a depth of approximately 5.4 feet. Auger
refusal is defined as material that could not be penetrated with the drill rig equipment used on the
project. Auger refusal material may consist of large boulders, rock ledges, lenses, seams or the
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Report of Subsurface Exploration ESP Project No. E4-ER22.300
Rea Road Townhomes August 3, 2016
top of parent bedrock. Core drilling techniques would be required to evaluate the character and
continuity of the refusal material.
3.3 SUBSURFACE WATER
Water level measurements were attempted at the termination of drilling and at one day following
the termination of drilling. Water was measured at one day following the termination of drilling
at depths ranging between 5.5 and 12.1 feet below the existing ground surface in Borings B-03,
B-05 through B-09, B-11 and B-12. Hole cave-in depths ranged between 4.3 and 12.8 feet below
the existing ground surface in the remainder of the borings. Hole cave-in depths may provide an
indication of the presence of water.
Subsurface water 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 during this study.
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 GENERAL
Our conclusions and recommendations are based on the project information previously discussed
and on the data obtained from the field and laboratory testing program. If the structural loading,
geometry or proposed structure locations are changed or significantly differ from those
discussed, or if conditions are encountered during construction that differ from those
encountered by the borings, ESP requests the opportunity to review our recommendations based
on the new information and make any necessary changes.
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Report of Subsurface Exploration
Rea Road Townhomes
4.2 SITE DEVELOPMENT
ESP Project No. E4-ER22.300
August 3, 2016
The results of the field testing program and analyses indicate the property appears to be suitable
for constructing lightly to moderately loaded structures, provided the following measures are
considered.
A) Difficult excavation should be anticipated, depending on final site grades and utility
excavation depths. PWR was encountered at depths ranging from approximately 0.2 to
14.9 feet below existing ground surface in each of the borings with the exception of B-
06, B-11 and B-12. A seam of PWR was encountered in Boring B-04 at approximately
3.5 feet and extended to approximately 8.5 feet. Boring B-01 was terminated in the
PWR upon auger refusal at a depth of approximately 5.4 feet. The surface of PWR
can vary erratically in short horizontal and/or vertical distances in this region of North
Carolina. In addition, Boring B-04 resulted in auger refusal within the residuum at a
depth of approximately 11.5 feet below existing ground surface. Partially weathered
rock, bedrock, intermittent rock lenses, and/or boulders may be encountered during
general grading and excavations for the installation of utilities and foundations.
B) Water was observed in Borings B-03, B-05 through B-09, B-11 and B-12 at depths
ranging between 5.5 and 12.1 feet below existing ground surface at one day following
the termination of drilling. The depth to water should be considered when establishing
final grades. If final structural grades (bottom of footing) are set within 3 feet of water
then a permanent under drain will be required.
4.3 FOUNDATION SUPPORT
For satisfactory performance, the foundation for any structure must satisfy two independent
design criteria. First, it must have an acceptable factor of safety against bearing failure of the
foundation soils under the maximum design loads. Second, the settlement of the foundations due
to consolidation of the underlying soils should be within tolerable limits for the structures.
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Report of Subsurface Exploration ESP Project No. E4-ER22.300
Rea Road Townhomes August 3, 2016
The results of the soil test borings indicate that the proposed structures can be adequately
supported on shallow foundations bearing on the low -plasticity residual soils or newly placed
structural fill, provided the site preparation and fill placement procedures outlined in this report
are implemented. A net allowable bearing pressure of up to 2,500 pounds per square foot (psf)
can be used for design of the foundations.
Based on the general stratigraphy in the structural areas, past experience with similar projects
and the anticipated magnitude of the structural loads, it is our opinion that the total and
differential settlement potentials for the structures should be on the order of 1 inch and 1/2 inch,
respectively. This conclusion is contingent upon compliance with the site preparation and fill
placement recommendations outlined in this report.
Minimum wall and column footing dimensions of 18 and 24 inches, respectively, should be
maintained to reduce the possibility of a localized, punching -type shear failure. Exterior
foundations and foundations in unheated areas should be designed to bear at least 18 inches
below finished grade for frost protection.
We recommend that the subgrade soils be observed by a representative of the geotechnical
engineer prior to foundation installation. This is to assess their suitability for foundation support
and confirm their consistency with the conditions upon which our recommendations are based.
The subgrade materials can be sensitive to moisture variations; therefore, foundation excavations
should be opened for a minimum amount of time, particularly during inclement weather. Soils
exposed to moisture variations may become highly disturbed and require undercutting prior to
placing foundations.
4.4 FLOOR SLABS
Slab -on -grade floor systems can be adequately supported on the low -plasticity residual soils or
newly compacted fill, provided the site preparation and fill placement procedures outlined in this
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Report of Subsurface Exploration ESP Project No. E4-ER22.300
Rea Road Townhomes August 3, 2016
report are implemented. The floor slabs should be completely isolated from the structural
components to allow independent movements of the slabs and foundations.
Immediately prior to constructing the floor slabs, we recommend that the areas be proofrolled to
detect unstable areas that may have been exposed to wet weather or construction traffic. Areas
that are found to be unstable or indicate pumping action during the proofrolling should be
undercut and replaced with adequately compacted structural fill. The proofrolling should be
observed by a representative of the geotechnical engineer.
4.5 PAVEMENT AREAS
We recommend that special care be given to providing adequate drainage away from pavement
areas to reduce infiltration of surface water to the base course and subgrade materials in these
areas. If these materials are allowed to become saturated during the life of the pavement section,
then there will be a strength reduction of the materials that could result in a reduced life of the
pavement section. All water should be routed away from the pavement areas and adequate
slopes provided to maintain drainage off site. Pavement areas should be proofrolled prior to
placing structural fill and/or base course. Proofrolling procedures are outlined in subsequent
sections of this report.
4.6 CUT AND FILL SLOPES
For landscaping and mowing concerns, final project slopes should be designed to be 3 horizontal
to 1 vertical or flatter. Slopes can be designed as steep as 2 horizontal to 1 vertical; however,
soil erosion, slope sloughing and slope maintenance should be expected. If designing slopes
steeper than 3 horizontal to 1 vertical, a slope stability analysis should be performed to verify
stability of the slope. The tops and bases of all slopes should be located a minimum of 5 feet
from structural and pavement limits. The fill slopes should be adequately compacted as outlined
below, and all slopes should be seeded and maintained after construction.
N.

Report of Subsurface Exploration ESP Project No. E4-ER22.300
Rea Road Townhomes August 3, 2016
Retaining wall analysis was not part of our scope of services. However, any retaining walls
should be designed using appropriate soil parameters based on the site and construction
conditions. Also, any walls designed must be properly analyzed by the wall design engineer
with respect to global stability analysis and other design parameters.
4.7 DRAINAGE
Soil strength and settlement potential is highly dependent upon the moisture condition of the
supportive soil. Soil characteristics can change dramatically when moisture conditions change. As
such, building pads, roadways, structures and surrounding grades should be properly designed and
constructed to properly control water (surface and subsurface). Building pads should be designed to
shed surface water prior to building construction. Grades surrounding structures should be
adequately sloped away from the structure to promote positive drainage and prevent water from
ponding near or against the structure. Swales and/or storm drainage structures should be
constructed to collect and remove all surface water run-off. All roof drain downspouts should be
connected to drain leaders that are properly daylighted or connected to storm drainage structures
such that water is removed from structural areas. Interior and/or exterior foundation drains should
be installed to properly protect foundations from changing moisture conditions. All foundation
drains should be properly daylighted or connected to storm drain structures to remove all water from
foundation areas. Roof drain lines and foundation drain lines should always remain independent of
each other. Any subsurface water that may rise near structural grades should be controlled by
adequately constructed subsurface drainage mechanisms.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 SITE PREPARATION
The entire buildings and pavement areas should be stripped of all topsoil, trash, debris and other
organic materials to a minimum of 10 feet beyond the structural and pavement limits. Upon
completion of the stripping operations, the exposed subgrade in areas to receive fill should be
proofrolled with a loaded dump truck or similar pneumatic tired vehicle (minimum loaded
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Report of Subsurface Exploration ESP Project No. E4-ER22.300
Rea Road Townhomes August 3, 2016
weight of 20 tons) under the observation of a representative of the geotechnical engineer. The
proofrolling procedures should consist of complete passes of the exposed areas, with half of the
passes being in a direction perpendicular to the preceding ones. After excavation of the site has
been completed, the exposed subgrade in cut areas should also be proofrolled as previously
described. Any areas which deflect, rut or pump excessively during proofrolling or fail to
improve sufficiently after successive passes should be undercut to suitable soils and replaced
with structural fill.
After the proofrolling operation has been completed and approved, final site grading should
proceed immediately. If construction progresses during wet weather, the proofrolling operation
should be repeated with at least one pass in each direction immediately prior to placing base
course in the parking areas. If unstable conditions are exposed during this operation, then
undercutting should be performed.
5.2 TEMPORARY EXCAVATION STABILITY
Since the excavations will extend below final grades, shoring and bracing or flattening (laying
back) of the slopes will be required to obtain a safe working environment. In this regard, we
anticipate that the residual soils and compacted structural fill will remain stable on an
approximately 1(H) to 1(V) slope for the short period that they should remain open. However,
this should be verified in the field at the time of construction. A flatter slope may be required.
All excavations should be conducted in a safe manner and comply with all local, state and
federal guidelines and codes. We recommend that all excavated soils be placed away from the
edges of the excavation, at a distance equaling or exceeding the depth of the excavation.
Excavations greater than four feet in depth should be sloped or shored in accordance with local,
state, and federal regulations, including OSHA "Construction Standard for Excavations" (29
CFR Part 1926.650-652). The contractor is usually solely responsible for site safety. This
information is provided only as a service and under no circumstances should ESP be assumed to
be responsible for construction site safety.
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Report of Subsurface Exploration
Rea Road Townhomes
5.3 DIFFICULT EXCAVATION
ESP Project No. E4-ER22.300
August 3, 2016
Based on the results of the soil test borings, it appears that portions of the general excavation will
be in residual soil. We anticipate that the residual soil can be excavated using pans, scrapers,
backhoes and front end loaders. PWR was encountered at depths ranging from approximately
0.2 to 14.9 feet below existing ground surface in each of the borings with the exception of B-06,
B-11 and B-12. Boring B-01 was terminated in the PWR upon auger refusal at a depth of
approximately 5.4 feet. In addition, Boring B-04 resulted in auger refusal within the residuum at
a depth of approximately 11.5 feet below existing ground surface. Therefore, we anticipate that
partially weathered rock, intermittent rock lenses, bedrock and/or boulders may be encountered
during general site grading and excavation for the installation of foundations and utilities.
The depth to, and thickness of, PWR and rock lenses or seams, can vary dramatically in short
distances and between boring locations; therefore, PWR or bedrock may be encountered during
construction at locations or depths between boring locations, not encountered during this
exploration.
It has been our past experience in this geologic area that materials having Standard Penetration
Resistances of less than 50 blows per 0.4 foot can generally be excavated using pans and
scrapers by first loosening with a ripper attached to a suitable sized dozer such as a Caterpillar
D-8 or D-9. On earthwork projects requiring ripping, questions sometimes develop as to whether
the materials can be removed by ripping or whether blasting is required. It should be noted that
ripping is dependent upon finding the right combination of equipment and techniques used, as
well as the operator's skill and experience. The success of the ripping operation is dependent on
finding the proper combinations for the conditions encountered. Excavation of the weathered
rock is typically much more difficult in confined excavations. Jackhammering or blasting is
anticipated to be required for materials having Standard Penetration Resistances in excess of 50
blows per 0.2 foot.
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Report of Subsurface Exploration
Rea Road Townhomes
ESP Project No. E4-ER22.300
August 3, 2016
We recommend that materials requiring blasting or hammering to remove be well defined in the
project specifications and/or construction contract documents. Below are recommended
definitions for "rock."
Mass Rock: Material that cannot be dislodged by a Caterpillar D-8 Bulldozer, or equivalent,
equipped with a single tooth ripper.
Trench Rock: Material that cannot be dislodged by a Caterpillar 320 hydraulic backhoe, or
equivalent, equipped with a rock bucket.
Boulders: Masses of rock exceeding 1 cubic yard in volume for mass excavations and 1/2 cubic
yard in volume for trench excavations shall also be considered mass or trench rock, respectively,
during excavation.
These classifications are for information purposes only and are not considered contractual
definitions unless referenced as such by the project plans and/or contract documents. The
classifications do not include materials such as loose rock, concrete, or other materials that can
be removed by means other than impact hammering, but which for any reason, such as economic
reasons, the contractor chooses to remove by impact hammering.
We also recommend that quantification guidelines for payment purposes be established prior to
removal of materials defined above. These guidelines should include the following
measurements to be used during quantity calculations:
• The depth below proposed subgrade for mass rock
• The depth below proposed utility design depth for trench rock
• The width on each side of the utility for trench rock.
These guidelines should establish a base line for payment and should be completely independent
of the means and methods of the contractor.
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Report of Subsurface Exploration ESP Project No. E4-ER22.300
Rea Road Townhomes August 3, 2016
We would like to point out that our experience indicates rock in a weathered, boulder and
massive form varies erratically in location and depth in the Piedmont Geologic Province, which
contains Marvin, North Carolina. Therefore, there is always a potential that these materials
could be encountered at shallow depths between the boring locations.
5.4 FILL MATERIAL AND PLACEMENT
All fill used for site grading operations should consist of a clean (free of organics and debris),
low plasticity soil (Plasticity Index less than 30). The proposed fill should have a maximum dry
density of at least 90 pounds per cubic foot as determined by a Standard Proctor compaction test,
ASTM D 698. All fill should be placed in loose lifts not exceeding 8 inches in thickness and
compacted to a minimum of 95 percent of its Standard Proctor maximum dry density, with at
least 100 percent achieved in the upper 12 inches. We recommend that field density tests,
including one -point Proctor verification tests, be performed on the fill as it is being placed at a
frequency determined by an experienced geotechnical engineer to verify the compaction criteria.
Any fills that may be constructed greater than 15 feet in height should be evaluated with regard
to long term settlement, consolidation and slope stability. These analysis should be requested of
the geotechnical engineer once grading plans are complete and available.
Based on the results of the soil test borings performed at the site and our past experience with
similar type materials, the low plasticity residual soils can be used as structural fill; however,
moisture conditioning should be anticipated.
5.5 STRUCTURAL FILL OVER 10 FEET IN HEIGHT
Any structural fills that may be constructed greater than 10 feet in height should be monitored
prior to constructing the foundations and slab -on -grade. Settlement monitoring points should be
embedded at the proposed subgrade level and monitored regularly by a licensed surveyor. Once
the magnitude and rate of settlement are within acceptable levels, then foundation and slab -on -
grade construction may begin. Based on our previous experience and soil types at the site, we
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Report of Subsurface Exploration ESP Project No. E4-ER22.300
Rea Road Townhomes August 3, 2016
anticipate the time required to reduce settlements to an acceptable level may be on the order of
30 to 60 days.
We recommend that the settlement monitoring data be reviewed by the geotechnical engineer to
determine when foundation and slab -on -grade construction may proceed. Failure to allow
adequate time for the settlement to occur may result in excessive settlement of the buildings and
subsequent damage to the structures. Therefore, the owner is taking a risk if construction is
allowed to proceed prematurely.
6.0 LIMITATIONS OF REPORT
This report has been prepared in accordance with generally accepted geotechnical engineering
practice with regard to the specific conditions and requirements of this site. The conclusions and
recommendations contained in this report were based on the applicable standards of our practice
in this geographic area at the time this report was prepared. No other warranty, expressed or
implied, is made.
The analysis and recommendations submitted herein are based, in part, upon the data obtained
from the subsurface exploration. The nature and extent of variations between the borings will
not be known until construction is underway. If variations appear evident, then we request the
opportunity to re-evaluate the recommendations of this report. In the event that any changes in
the nature, design, or location of the structures are planned, the conclusions and
recommendations contained in this report will not be considered valid unless the changes are
reviewed and conclusions modified or verified in writing by ESP.
In order to verify that earthwork and foundation recommendations are properly interpreted and
implemented, we recommend that ESP be provided the opportunity to review the final plans and
specifications. Any concerns observed will be brought to our client's attention in writing.
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FIELD EXPLORATION PROCEDURES
Soil Test Boring: Fourteen (14) soil test borings were drilled at the approximate locations shown
on the attached Boring Location Plan, Figure 1. Soil sampling and penetration testing were
performed in accordance with ASTM D 1586.
The borings were advanced with hollow -stem augers and, at standard intervals, soil samples
were obtained 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, then driven an additional foot with
blows of a 140 -pound hammer falling 30 inches. The number of hammer blows is designated the
"Standard Penetration Resistance." When properly evaluated, the Standard Penetration
Resistances provide an index to soil strength, relative density, and ability to support foundations.
Select portions of each soil sample were placed in sealed containers and taken to our office. The
samples were examined by a representative of the geotechnical engineer for classification. Test
Boring Records are attached showing the soil descriptions and Standard Penetration Resistances.

LABORATORY PROCEDURES
Standard Proctor Compaction Test: Select samples of the on-site soils were obtained from
auger cuttings to determine their suitability as fill material. Standard Proctor Compaction Tests
(ASTM D 698) were performed on these soils to determine their compaction characteristics
including maximum dry density and optimum moisture content. The test results are presented on
the attached Moisture -Density Relationship Sheets included in the Appendix.

Open
Space (typ.)�v
4t
jM`'` • ,� + l\
VIN
SITE
SITE VICINITY MAP
Od 00
N\1CX
\ •. - NN 4
Ni
19 AD f 365 Townhames ,
,��' f j- 25 Unit Vr
240' Stream Buffer •� �.,..,; A
i \
"`- r 1, _
r.
FEMA Floodplain (per GIS) =,,;fie`' � a ; \
tential
Y \
.�aalit Potential Stub Street
,V \
I Stream- (pert l5)

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
SOIL TYPES
(Shown in Graphic Log)
® Asphalt I Concrete Organic 11fl Sandy Silt
i
Topsoil Sandy " � ; Clayey Silt
771
Gravel U Silty Sandy Clay
Sand % Clayey Silty Clay
Silt f t`?`I Silty Sand Partially Weathered Rock
r
r771 Clay %f Clayey Sand Cared Rock
Silty Gravel
I lIy CONSISTENCY OF COHESIVE SOILS
Clayey Gravel
STD. PENETRATION
RESISTANCE
CONSISTENCY BLOWS I FOOT
SAMPLER TYPES Very Soft 0 to 2
(Shown in Samples Column) Soft 3 to 4
Firm 5 to 8
Shelby Tube SBR 9 to 15
Split Spoon Very Stiff 16 to 30
Hard 31 to 50
Q Rock Core Very Hard Over 50
No Recovery
CONSISTENCY OF COHESIONLESS SOILS
WATER LEVELS STD. PENETRATION
(Shown in Water Level Column) RESISTANCE
CONSISTENCY BLOWS I FOOT
V = Water Level at Termination of Boring Very Loose 0 to 4
Loose 5 to 10
V = Water Level at 1 Day Medium Dense 11 to 30
q = Lass of Drilling Water Dense 31 to 50
Very Dense Over 50
He = Hole Cave
TERMS
Standard - The Number of Blows of a 140 lb. Hammer Falling 30 in. Dynamic Cone - The Number of Blows of a 15 Ib.
Penetration Required to Drive a 1.4 in I.D. Split Spoon Sampler 1 Fool Penetrometer Hammer Falling 20 in. Required
Resistance (N -Value) As Specified in ASTM D-1586. Test Data to Drive a Cone Point 1 314 in.
When Properly Evaluated, it can
REC - Total Length of Rack Recovered in the Core Barrel Divided be compared to the Standard
by the Total Length of the Core Run Times 100 (expressed Penetration Resistance.
as a percentage).
ROD - Total Length of Sound Rock Segments Recovered that are
Longer Than or Equal to 4" (mechanical breaks included) 3
Divided by the Total Length of the Core Run Times 100
(expressed as a percentage). " ,.:.s r

PROJECT:
Rea Road Townhomes
Marvin, NC
PROJECT No.:
ELEVATION:
DRILLING METHOD:
ER22.300
Existing Ground Surface
Hollow Stem Auger
LOGGED BY:
BORING DEPTH:
DRILL RIG:
Dillon Nance
5.4 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/13/16
Dry@ TOB Dry @ 1 Day
TEST BORING RECORD B-01
DRILLING COMPANY:
Ameridrill
NOTES:
When Sampled Becomes Gray to Black Silty Fine
SAND
HC
5
10
15
20
25
30
35
Auger refusal encountered at 5.4 feet. Boring was
terminated at 5.4 feet. Hole cave-in was observed at 4.3
feet.
5
10
15
20
25
30
35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE
SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.
PAC,F• 1 of 1
6,P A.S ut- P:�.
U
w
=
=
a O
SOIL DESCRIPTION
w j
a
a
STANDARD PENETRATION TEST DATA
a
o~
W J
� J
Q
wo "
(Blows/ft)
m
CD
(0
10 30 50 7090
TOPSOIL
PARTIALLY WEATHERED ROCK:
0/0.5
When Sampled Becomes Gray to Black Silty Fine
SAND
HC
5
10
15
20
25
30
35
Auger refusal encountered at 5.4 feet. Boring was
terminated at 5.4 feet. Hole cave-in was observed at 4.3
feet.
5
10
15
20
25
30
35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE
SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.
PAC,F• 1 of 1
6,P A.S ut- P:�.

PROJECT: Rea Road Townhomes
Marvin, NC
PROJECT No.:
ELEVATION:
DRILLING METHOC
ER22.300
Existing Ground Surface
Hollow Stem Auger
LOGGED BY:
BORING DEPTH:
DRILL RIG:
Dillon Nance
14.4 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/13/16
Dry@ TOB Dry @ 1 Day
=
U_
Lu
0-0
SOIL DESCRIPTION
86
c9
5
TOPSOIL
RESIDUUM: Dense to Very Dense Tannish Brown to
Brownish Gray Silty Fine to Coarse SAND
5
PARTIALLY WEATHERED ROCK:
When Sampled Becomes Tannish Brown to Brownish
Gray Silty Fine to Coarse SAND
10
0/0.5
15 Boring was terminated at 14.4 feet. Hole cave-in was
observed at 12.8 feet.
20
25
30
35
TEST BORING RECORD B-02
DRILLING COMPANY:
Ameridrill
NOTES:
w Lu
< J
w
0-
Q
=
a
w
0
STANDARD PENETRATION TEST DATA
(Blows/ft)
10 30 50 7090
a
m
42
86
5
0/0.5
x
10
HC
15
20
25
30
35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE
SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.
PAC,F• 1 of 1
6,P A.S ut- P:�.

PROJECT: Rea Road Townhomes
Marvin, NC
TEST BORING RECORD B-03
PROJECT No.:
ELEVATION:
DRILLING METHOD:
DRILLING COMPANY:
ER22.300
Existing Ground Surface
Hollow Stem Auger
Ameridrill
LOGGED BY:
BORING DEPTH:
DRILL RIG:
NOTES:
Dillon Nance
13.7 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/13/16
Dry@ TOB 11.5 feet @ 1 Day
~
o
U
=
0-0
< J
CD
SOIL DESCRIPTION
w j
< w
w
a
Q
(0
=
a
ww "
STANDARD PENETRATION TEST DATA
(Blows/ft)
10 30 50 7090
a
m
TOPSOIL
28
RESIDUUM: Very Stiff Tan to Gray Fine Sandy SILT
�
27
5
5
0/0.5
PARTIALLY WEATHERED ROCK:
When Sampled Becomes White to Black Silty Fine
SAND
0/0.4
10
10
HC
®0/0.2
Boring was terminated at 13.7 feet. Hole cave-in was
15
observed at 12 feet.
15-
20—
20-
25—
25-
30
30-
35
35
DEPTH
MEASUREMENTS
ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS
OF
THE #)ESP
SOIL
TYPES
ENCOUNTERED AT THE BORING LOCATIONS.
A"`
ut
P
DO
NOT
USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES
OR
QUANTITIES.
WTICel=it.9il

PROJECT: Rea Road Townhomes
Marvin, NC
PROJECT No.:
ELEVATION:
DRILLING METHOC
ER22.300
Existing Ground Surface
Hollow Stem Auger
LOGGED BY:
BORING DEPTH:
DRILL RIG:
Dillon Nance
11.5 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/13/16
Dry@ TOB Dry @ 1 Day
=
I—
U_
0-O
SOIL DESCRIPTION
0/0.4
c9
5
TOPSOIL
RESIDUUM: Dense Brown to Grayish Black Silty Fine
to Coarse SAND, (moist)
PARTIALLY WEATHERED ROCK:
When Sampled Becomes Brown to Grayish Black Silty
5
Fine to Coarse SAND, (moist)
RESIDUUM: Very Dense Brown to Grayish Black Silty
Fine to Coarse SAND, (moist)
10
15
20
25
30
35
Auger refusal encountered at 11.5 feet. Boring was
terminated at 11.5 feet. Hole cave-in was observed at 6.9
feet.
TEST BORING RECORD B-04
DRILLING COMPANY:
Ameridrill
NOTES:
Driller accidentally augered through 6' sample
w
< J
w
a
Q
=
a
L
0
STANDARD PENETRATION TEST DATA
(Blows/ft)
10 30 50 7090
a
m
34
0/0.4
5
HC
15
20
25
30
35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE
SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.
PAC,F• 1 of 1
6,P A.S ut- P:�.
55

PROJECT: Rea Road Townhomes
TEST BORING RECORD B-05
Marvin, NC
PROJECT No.:
ELEVATION:
DRILLING METHOD:
DRILLING COMPANY:
ER22.300
Existing Ground Surface
Hollow Stem Auger
Ameridrill
LOGGED BY:
BORING DEPTH:
DRILL RIG:
NOTES:
Dillon Nance
13.8 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/13/16
Dry@ TOB 7.8 feet @ 1 Day
I—
U
=
0-0
SOIL DESCRIPTION
w j
w
0-
=
a
STANDARD PENETRATION TEST DATA
a
o
< J
< w
Q
ww "
(Blows/ft)
m
CD
(0
10 30 50 7090
TOPSOIL
PARTIALLY WEATHERED ROCK:
When Sampled Becomes Brown to Grayish Black Silty
0/0.5
Fine to Coarse SAND, slightly micaceous, (dry)
0/0.5
5
5
0/0.5
0/0.4
10
10
HC
®
0/0.3
Boring was terminated at 13.8 feet. Hole cave-in was
15—observed
at 12.6 feet.
15-
20—
20-
25—
25-
30
30-
35
35
DEPTH
MEASUREMENTS
ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS
OF
THE #)ESP
SOIL
TYPES
ENCOUNTERED AT THE BORING LOCATIONS.
A"`
ut
P
DO
NOT
USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES
OR
QUANTITIES.
WTICel=it.9il

PROJECT: Rea Road Townhomes
TEST BORING RECORD B-06
Marvin, NC
PROJECT No.:
ELEVATION:
DRILLING METHOD:
DRILLING COMPANY:
ER22.300
Existing Ground Surface
Hollow Stem Auger
Ameridrill
LOGGED BY:
BORING DEPTH:
DRILL RIG:
NOTES:
Dillon Nance
15 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/13/16
Dry@ TOB 12.1 feet @ 1 Day
~
U
=
0-0
SOIL DESCRIPTION
w j
w
a
=
a
STANDARD PENETRATION TEST DATA
a
o
< J
< w
Q
ww "
(Blows/ft)
m
CD
(0
10 30 50 7090
TOPSOIL
RESIDUUM: Very Stiff to Hard Tan to Gray Fine Sandy
SILT
17
�
24
5
5
38
RESIDUUM: Dense to Very Dense White to Black Silty
34
10
Fine to Coarse SAND
10
HC
64
15
15
Boring was terminated at 15 feet. Hole cave-in was
observed at 12.8 feet.
20
20-
25—
25-
30—
30-
35
35
DEPTH
MEASUREMENTS
ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS
OF
THE #)ESP
SOIL
TYPES
ENCOUNTERED AT THE BORING LOCATIONS.
A"`
ut
P
DO
NOT
USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES
OR
QUANTITIES.
WTICel=it.9il

PROJECT: Rea Road Townhomes
Marvin, NC
TEST BORING RECORD B-07
PROJECT No.:
ELEVATION:
DRILLING METHOD:
DRILLING COMPANY:
ER22.300
Existing Ground Surface
Hollow Stem Auger
Ameridrill
LOGGED BY:
BORING DEPTH:
DRILL RIG:
NOTES:
Dillon Nance
13.9 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/13/16
Dry@ TOB 8.0 feet @ 1 Day
~
o
U
=
0-0
< J
CD
SOIL DESCRIPTION
w j
< w
w
0-
Q
(0
=
a
ww "
STANDARD PENETRATION TEST DATA
(Blows/ft)
10 30 50 7090
a
m
TOPSOIL
26
RESIDUUM: Medium Dense Brown to Gray Silty Fine
SAND
14
5
RESIDUUM: Very Dense Tannish Brown to Grayish
Black Silty Fine to Coarse SAND
5
69
He
0/0.4
PARTIALLY WEATHERED ROCK:
When Sampled Becomes Tannish Brown to Grayish
10
Black Silty Fine to Coarse SAND
10-
0/0.4
Boring was terminated at 13.9 feet. Hole cave-in was
15
observed at 9 feet.
15-
20—
20-
25—
25-
30
30-
35
35
DEPTH
MEASUREMENTS
ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS
OF
THE #)ESP
SOIL
TYPES
ENCOUNTERED AT THE BORING LOCATIONS.
A"`
ut
P
DO
NOT
USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES
OR
QUANTITIES.
WTICel=it.9il

PROJECT: Rea Road Townhomes
Marvin, NC
TEST BORING RECORD B-08
PROJECT No.:
ELEVATION:
DRILLING METHOD:
DRILLING COMPANY:
ER22.300
Existing Ground Surface
Hollow Stem Auger
Ameridrill
LOGGED BY:
BORING DEPTH:
DRILL RIG:
NOTES:
Jeff Black
13.9 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/14/16
Dry@ TOB 5.5 feet @ 1 Day
~
o
U
=
0-0
< J
CD
SOIL DESCRIPTION
w j
< w
w
0-
Q
(0
=
a
ww "
STANDARD PENETRATION TEST DATA
(Blows/ft)
10 30 50 7090
a
m
TOPSOIL/ROOTMAT
7
RESIDUUM: Firm Grayish Brown Fine Sandy Silty
CLAY
RESIDUUM: Dense Tan Grayish Brown Silty Fine to
Medium SAND
32
5
5
PARTIALLY WEATHERED ROCK:
0/0.4
When Sampled Becomes Grayish Brown Silty Fine to
Coarse SAND
®
0/0.3
He
10
10-
0/0.4
Boring was terminated at 13.9 feet. Hole cave-in was
15
observed at 9.5 feet.
15-
20
20-
25—
25-
30
30-
35
35
DEPTH
MEASUREMENTS
ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS
OF
THE #)ESP
SOIL
TYPES
ENCOUNTERED AT THE BORING LOCATIONS.
A"`
ut
P
DO
NOT
USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES
OR
QUANTITIES.
WTICel=it.9il

PROJECT: Rea Road Townhomes
TEST BORING RECORD B-09
Marvin, NC
PROJECT No.:
ELEVATION:
DRILLING METHOD:
DRILLING COMPANY:
ER22.300
Existing Ground Surface
Hollow Stem Auger
Ameridrill
LOGGED BY:
BORING DEPTH:
DRILL RIG:
NOTES:
Jeff Black
13.8 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/14/16
Dry@ TOB 8.2 feet @ 1 Day
~
U
=
0-0
SOIL DESCRIPTION
w j
w
0-
=
a
STANDARD PENETRATION TEST DATA
a
o
< J
< w
Q
ww "
(Blows/ft)
m
CD
10 30 50 7090
TOPSOIL/ROOTMAT
RESIDUUM: Medium Dense Grayish Tan to Clayey
Silty Fine to Coarse SAND
16
RESIDUUM: Dense Grayish Brown Silty Fine to Coarse
SAND
Nl��5
x
49
5
0/0.3
PARTIALLY WEATHERED ROCK:
When Sampled Becomes Grayish Brown to Brownish
Gray Silty Fine to Coarse SAND
He
z
0/0.4
10
10
®
0/0.3
Boring was terminated at 13.8 feet. Hole cave-in was
15—observed
at 9.2 feet.
15-
20
20-
25
25-
30
30-
35
35
DEPTH
MEASUREMENTS
ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS
OF
THE #)ESP
SOIL
TYPES
ENCOUNTERED AT THE BORING LOCATIONS.
A"`
ut
P
DO
NOT
USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES
OR
QUANTITIES.
WTICel=it.9il

PROJECT: Rea Road Townhomes
Marvin, NC
TEST BORING RECORD B-10
PROJECT No.:
ELEVATION:
DRILLING METHOD:
DRILLING COMPANY:
ER22.300
Existing Ground Surface
Hollow Stem Auger
Ameridrill
LOGGED BY:
BORING DEPTH:
DRILL RIG:
NOTES:
Jeff Black
14.9 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/14/16
Dry@ TOB Dry @ 1 Day
~
o
U
=
0-0
< J
CD
SOIL DESCRIPTION
w j
< w
w
a
Q
(0
=
a
ww "
STANDARD PENETRATION TEST DATA
(Blows/ft)
10 30 50 7090
a
m
TOPSOIL/ROOTMAT
0/0.4
RESIDUUM: Grayish Brown Clayey Silty Fine to Coarse
SAND
PARTIALLY WEATHERED ROCK:
When Sampled Becomes Grayish Brown Silty Fine to
Coarse SAND
LEI
4060/0.4
5
5
0/0.4
HC
0/0.5
10
10
0/0.4
15
15
Boring was terminated at 14.9 feet. Hole cave-in was
observed at 9.2 feet.
20
20-
25—
25-
30
30-
35
35
DEPTH
MEASUREMENTS
ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS
OF
THE #)ESP
SOIL
TYPES
ENCOUNTERED AT THE BORING LOCATIONS.
A"`
ut
P
DO
NOT
USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES
OR
QUANTITIES.
WTICel=it.9il

PROJECT: Rea Road Townhomes
TEST BORING RECORD B-11
Marvin, NC
PROJECT No.:
ELEVATION:
DRILLING METHOD:
DRILLING COMPANY:
ER22.300
Existing Ground Surface
Hollow Stem Auger
Ameridrill
LOGGED BY:
BORING DEPTH:
DRILL RIG:
NOTES:
Jeff Black
15 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/14/16
Dry@ TOB 7.2 feet @ 1 Day
~
U
=
0-0
SOIL DESCRIPTION
w j
w
0-
=
a
STANDARD PENETRATION TEST DATA
a
o
< J
< w
Q
ww "
(Blows/ft)
m
CD
(0
10 30 50 7090
TOPSOIL/ROOTMAT
RESIDUUM: Stiff Grayish Brown Fine Sandy Silty
CLAY
12
RESIDUUM: Medium Dense to Dense Grayish Tan to
Whitish Gray Silty Fine SAND
43
5
5-
20
22
10
HC
10
RESIDUUM: Dense Brownish Gray Silty Fine to Coarse
SAND, with rock fragments
36
15
15
Boring was terminated at 15 feet. Hole cave-in was
observed at 9.8 feet.
20
20-
25
25-
30—
30-
35
35
DEPTH
MEASUREMENTS
ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS
OF
THE #)ESP
SOIL
TYPES
ENCOUNTERED AT THE BORING LOCATIONS.
A"`
ut
P
DO
NOT
USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES
OR
QUANTITIES.
WTICel=it.9il

PROJECT: Rea Road Townhomes
TEST BORING RECORD B-12
Marvin, NC
PROJECT No.:
ELEVATION:
DRILLING METHOD:
DRILLING COMPANY:
ER22.300
Existing Ground Surface
Hollow Stem Auger
Ameridrill
LOGGED BY:
BORING DEPTH:
DRILL RIG:
NOTES:
Jeff Black
15 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/14/16
Dry@ TOB 7.8 feet @ 1 Day
~
U
=
0-0
SOIL DESCRIPTION
w j
w
0-
=
a
STANDARD PENETRATION TEST DATA
a
o
< J
< w
Q
ww "
(Blows/ft)
m
CD
(0
10 30 50 7090
TOPSOIL/ROOTMAT
29
RESIDUUM: Very Stiff Grayish Brown Fine Sandy SILT
RESIDUUM: Dense Grayish Brown to Tannish Gray
Silty Fine to Medium SAND
37
5
5-
31
HC
44
10
10
RESIDUUM: Very Dense White Purplish Gray Silty Fine
to Medium SAND
75
15
15
Boring was terminated at 15 feet. Hole cave-in was
observed at 9.3 feet.
20
20-
25—
25-
30
30-
35
35
DEPTH
MEASUREMENTS
ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS
OF
THE #)ESP
SOIL
TYPES
ENCOUNTERED AT THE BORING LOCATIONS.
A"`
ut
P
DO
NOT
USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES
OR
QUANTITIES.
WTICel=it.9il

PROJECT: Rea Road Townhomes
Marvin, NC
PROJECT No.:
ELEVATION:
DRILLING METHOD:
ER22.300
Existing Ground Surface
Hollow Stem Auger
LOGGED BY:
BORING DEPTH:
DRILL RIG:
Jeff Black
14 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/14/16
Dry@ TOB Dry @ 1 Day
=
U_
Lu
0_ O
SOIL DESCRIPTION
c9
TOPSOIL/ROOTMAT
28
RESIDUUM: Medium Dense Grayish Brown to Silty
Fine SAND
RESIDUUM: Very Dense Brownish Gray Silty Fine to
5
Medium SAND
5
10
PARTIALLY WEATHERED ROCK:
When Sampled Becomes Brownish Gray Silty Fine to
15
Medium SAND
10
63
He
Boring was terminated at 14 feet. Hole cave-in was
observed at 9 feet.
20
25
30
35
TEST BORING RECORD B-13
DRILLING COMPANY:
Ameridrill
NOTES:
15
20
25
30
35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE
SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.
PAC,F• 1 of 1
6,P A.S mt- P:�.
W
=
w
0-a
STANDARD PENETRATION TEST DATA
a
Q
w
(Blows/ft)
m
J
10 30 50 7090
28
62
5
10
63
He
57
10-
15
20
25
30
35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF THE
SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR QUANTITIES.
PAC,F• 1 of 1
6,P A.S mt- P:�.

PROJECT: Rea Road Townhomes
Marvin, NC
TEST BORING RECORD B-14
PROJECT No.:
ELEVATION:
DRILLING METHOD:
DRILLING COMPANY:
ER22.300
Existing Ground Surface
Hollow Stem Auger
Ameridrill
LOGGED BY:
BORING DEPTH:
DRILL RIG:
NOTES:
Jeff Black
14 Feet
CME550X (ATV)
DATE DRILLED:
WATER LEVEL:
07/14/16
Dry@ TOB Dry @ 1 Day
~
o
U
=
0-0
< J
CD
SOIL DESCRIPTION
w j
< w
w
a
Q
(0
=
a
ww "
STANDARD PENETRATION TEST DATA
(Blows/ft)
10 30 50 7090
a
m
TOPSOIL/ROOTMAT
0/0.3
RESIDUUM: Brownish Gray Silty Fine to Medium
SAND
PARTIALLY WEATHERED ROCK:
When Sampled Becomes Brownish Gray to Grayish
Brown Silty Fine to Coarse SAND
0/0.2
5
5—
><
0/0.3
HC
®
0/0.2
10
10-
0/0.5
Boring was terminated at 14 feet. Hole cave-in was
15
observed at 8.4 feet.
15-
20—
20-
25—
25-
30
30-
35
35
DEPTH
MEASUREMENTS
ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS
OF
THE #)ESP
SOIL
TYPES
ENCOUNTERED AT THE BORING LOCATIONS.
A"`
ut
P
DO
NOT
USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES
OR
QUANTITIES.
WTICel=it.9il

150
145
140
135
U
Q
C/) 130
w
0
0
125
120
115
110
0
I
Brown Slightly Clayey
tedium SAND
W - Procedure A
--SULTS
,y Density 142.8 PCF
�r Content 9.2 oda
5 10 15 20
WATER CONTENT, % Zero Air Voids Curves For Gs = 2.8 - 3.0
MOISTURE -DENSITY RELATIONSHIP
3475 Lakemont Blvd Project: Rea Road Townhomes
ESP Fort Mill, SC
Telephone: [phone]
FSP A.-miat-. r.A. Fax: [phone] Location: Marvin, NC
Number: ER22.300

Raleigh
5121 Kingdom Way
Suite 208
Raleigh, NC 27607
919.678.1070
Columbia
2711 Alpine Rd.
Suite 200
Columbia, SC 29223
803.705.2229
E S P30
ESP Associates, P.A. 1 9 8 6- 2 01 6
ESP Corporate Office
3475 Lakemont Boulevard
Fort Mill, South Carolina 29708
803.802.2440
Mailing
PO Box 7030
Charlotte, North Carolina 28241
Greensboro
7011 Albert Pick Rd.
Suite E
Greensboro, NC 27409
336.334.7724
Wilmington
211 Racine Drive
Suite 101
Wilmington, NC 28403
910.313.6648
Tampa
5455 W. Waters Avenue
Suite 210
Tampa, FL 33634
813.314.2662
Concord
7144 Weddington Rd., NW
Suite 110
Concord, NC 28027
704.793.9855
Indianapolis
8673 Bash Street
Indianapolis, IN 46256
317.5376979
Nashville
500 Wilson Pike Circle
Suite 310
Brentwood, TN 37027
615.760.8300
800.960.7317
www.espassociates.com
Lake Norman
20484 Chartwell Center Dr.
Suite D
Cornelius, NC 28031
704.649.2863
Pittsburgh
One Williamsburg Place
Suite G-5, Box 13
Warrendale, PA 15086
724.462.6606