SW3231104_Soils/Geotechnical Report_20240730 (2)

SUMMIT
ENGINEERING • LABORATORY • TESTING
A Universal Engineering Sciences Company
REPORT OF GEOTECHNICAL SUBSURFACE EXPLORATION
HOLY SPIRIT CATHOLIC CHURCH
537 NC-16 BUSINESS
DENVER, NORTH CAROLINA
SUMMIT PROJECT NO. 3944.G0579
Prepared For:
Mr. Joseph Pace
Roman Catholic Diocese of Charlotte
1123 South Church Street
Charlotte, NC 28203
Email: [e-mail]
Prepared By:
SUMMIT Engineering, Laboratory & Testing, Inc. (SUMMIT)
3575 Centre Circle Drive
Fort Mill, South Carolina 29715
May 3, 2023
3575 Centre Circle Drive, Fort Mill, SC 29715 summit-companies.com

May 3, 2023
Mr. Joseph Pace
Roman Catholic Diocese of Charlotte St-i
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1123 South Church Street
Charlotte, NC 28203 ENGINEERING•LABORATORY•TESTING
Email: [e-mail] A Universal Engineering Sciences Company
Subject: Report of Geotechnical Subsurface Exploration
Holy Spirit Catholic Church
537 NC-16 Business
Denver, North Carolina
SUMMIT Project No. 3944.G0579
Dear Mr. Pace:
SUMMIT Engineering, Laboratory & Testing, Inc. (SUMMIT) has completed a geotechnical
subsurface exploration for the Holy Spirit Catholic Church site located at 537 NC-16 Business in
Denver, North Carolina. This subsurface exploration was performed in general accordance with
our Proposal No. 3944.G0579.R1 dated April 7, 2023. This report contains a brief description of
the project information provided to us, general site and subsurface conditions revealed during
our geotechnical subsurface exploration and our general recommendations regarding foundation
design and construction.
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, Inc.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
TABLE OF CONTENTS
SECTION Page
EXECUTIVE SUMMARY iii
1.0 INTRODUCTION 1
1.1. Site and Project Description 1
1.2. Purpose of Subsurface Exploration 1
2.0 EXPLORATION PROCEDURES 3
2.1. Field Exploration 3
3.0 AREA GEOLOGY AND SUBSURFACE CONDITIONS 4
3.1. Physiography and Area Geology 4
3.2. Generalized Subsurface Stratigraphy 5
3.2.1. Surface Materials 5
3.2.2. Alluvial Soils 6
3.2.3. Existing Fill Soils 6
3.2.4. Residual Soils 7
3.2.5. Partially Weathered Rock and Auger Refusal 7
3.2.6. Groundwater Level Measurements 7
4.0 EVALUATIONS AND RECOMMENDATIONS 9
4.1. General 9
4.2. Deep Foundation Recommendations 9
4.3. Retaining Wall Recommendations (if used) 11
4.4. Seismic Site Class 12
4.5. Low to Moderate Plasticity Moisture Sensitive Soils (MH) 12
4.6. Wet Weather Conditions 13
4.7. Floor Slabs 14
4.8. Pavements Subgrade Preparation 14
4.9. Cut and Fill Slopes 15
5.0 CONSTRUCTION CONSIDERATIONS 17
5.1. Abandoned Utilities/Structures 17
5.2. Site Preparation 17
5.3. Temporary Excavation Stability 18
5.4. Structural Fill 19
5.5. Suitability of Excavated Soils for Re-Use 20
5.6. Engineering Services During Construction 20
6.0 RELIANCE AND QUALIFICATIONS OF REPORT 22
APPENDIX 1 - Figures
Site Vicinity Map (Figure 1)
Boring Location Plan (Figure 2)
APPENDIX 2 - Boring Logs
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
EXECUTIVE SUMMARY
SUMMIT has completed a geotechnical subsurface exploration for the Holy Spirit Catholic Church
project. The purpose of this exploration was to obtain general information regarding the
subsurface conditions and to provide geotechnical recommendations regarding foundation
support of the proposed construction. This exploration consisted of eleven (11) soil test borings
(identified as B-1 through B-9, SW-10, and SW-11). The approximate test locations are shown on
Figure 2 provided in Appendix 1. The following geotechnical engineering information was
obtained as a result of the soil test borings:
• Surface Materials — Surficial organic (topsoil) soils were observed at the existing ground
surface of the borings with estimated thicknesses ranging from approximately 3 to 5 inches.
Asphalt was observed at Boring B-4 with an estimated thickness of approximately 3 inches.
Gravel was observed below the asphalt and at the surface of Boring B-7 with thicknesses of
approximately 3 and 5 inches, respectively.
• Existing Fill Soils - Existing fill (disturbed) soils were encountered beneath the surface
materials in nine (9) of the borings to an approximate depth of from 1 foot below the existing
ground surface. When sampled, the existing fill soils generally consisted of elastic silts (MH)
and sandy silts (ML).
• Residual Soils - Residual (undisturbed) soils were encountered below the surface materials
and/or existing fill soils and extended to the maximum boring termination depth. These
residual soils generally consisted of elastic silts (MH) and sandy silts (ML). The Standard
Penetration Resistances (SPT N-values) in the residual soils ranged from 1 to 24 bpf.
• Partially Weathered Rock (PWR) and Auger Refusal Conditions — Partially weathered rock
(PWR) and auger refusal conditions were not encountered in the borings performed for this
exploration.
• Groundwater Levels - At the time of drilling, groundwater was observed in eight of the
borings at approximate depths ranging from 12 to 27 feet below the existing ground surface.
• Shallow Foundation Support - Based on the results of our borings, the proposed structures
cannot be adequately supported on shallow foundation systems per the required building
loads.
• Deep Foundation Support - Based on the results of our borings and the estimated maximum
building load of 100 kips, we recommend the structure be supported by strip and spread
footings supported on existing soils reinforced by driven timber piles (we recommend the tip
of timber piles be extended through the soft existing residual soils and into the firm residual
soils encountered at a minimum of 30 feet below the existing ground surface.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
• Seismic Site Class—We have determined the Seismic Site Classification for this project site in
accordance with Chapter 20 of ASCE 7 "Minimum Design Loads Criteria for Buildings and
Other Structures, Site Class Definitions using SPT N-Values. We recommend this project be
designed using a Seismic Site Class of "E" (Soft Clay soil profile) as defined in Table 20.3-1.
• Special Construction Considerations: Special considerations are warranted concerning
existing fill soils and soils with SPT N-values less than 6 bpf. Dependent on final grades, the
contractor can anticipate that some undercutting for the floor slab may be necessary through
unsuitable soils if encountered during grading and construction. Should unsuitable soils be
encountered during the grading and construction activities, these soils should be inspected
in the field by a Geotechnical Engineer-of-Record and/or their designee prior to remediation.
Additional testing such as test pit excavations and/or hand auger borings may be required in
order to further explore these soil conditions, depths and locations.
o Existing Fill Soils: At the time of this report, no relevant information (documentations)
regarding previous grading activities, prior materials testing, and/or geotechnical
engineering services was provided for our review. Nine (9) of the borings encountered
undocumented fill soils (fill soils not monitored and tested during placement).
Undocumented fill poses risks associated with undetected deleterious materials within
the fill soils and/or deleterious material at the interface between the fill soils and residual
soils.
o Soils with SPT N-values less than 6 bpf: Soils that exhibited SPT N-values less than 6 bpf
are considered not suitable for the direct support of the proposed construction. These
soil conditions were encountered in all of the borings performed for this exploration at
various depths.
Depending on the final design grades, if the lower consistency soils are present in the
near-surface (i.e., upper 1.5 to 3 feet),some undercutting, re-working or stabilization may
be required. Stabilization measures could potentially consist of using a geogrid and
subsequent layers of stone or using soil bridge lifts (in non-structural areas). Specific
stabilization recommendations can typically be developed at the time of construction
through routine field engineering decisions.
Please note that the information provided in this executive summary is intended to be a brief
overview of project information and recommendations from the geotechnical report. The
information in the executive summary should not be used without first reading the geotechnical
report in its entirety and the recommendations described therein.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
1.0 INTRODUCTION
1.1. Site and Project Description
The Holy Spirit Catholic Church site is located at 537 NC-16 Business in Denver, North Carolina. A
vicinity map showing the project's general location is provided as Figure 1. The subject property
is approximately 7.64 acres comprised of Lincoln County Tax Parcel ID Numbers 51306, 58758,
58765, and 58766. At the time of our field exploration, the subject site is currently an existing
church building with roadways and parking areas and an open field at the northern end of the
site.
The Client (Roman Catholic Diocese of Charlotte) provided SUMMIT a plan sheet titled "Phase I
Site Plan", prepared by William Heyer Architect, dated March 9, 2023 that indicated the
configurations of the proposed construction planned for this project. Based on the provided
information, we understand the project is planned to include a planned church building, parking
lot, and two (2) stormwater BMP ponds.
At the time of report preparation, SUMMIT had not been provided structural details of the
planned construction indicating proposed loads, foundation bearing elevations, or finished floor
elevations. For this report, SUMMIT assumed the proposed structures will be supported on a
shallow foundation system consisting of spread, strip, and/or combined footings and that wall
loads will be on the order of 1 to 3 kips per foot and column loads on the order of 50 to 100 kips.
Also, grading plans were not available at the time of this report and we have assumed that
maximum cut/fill depths will be on the order of 1 to 3 feet over the existing ground surface.
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:
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
• General subsurface conditions,
• Boring logs and an approximate "Boring Location Plan",
• Suitable foundation types,
• Allowable bearing pressures for design of shallow foundations,
• Anticipated excavation difficulties during site grading and/or utility installation,
• Remedial measures to correct unsatisfactory soil conditions during site development, as
needed,
• Drainage requirements around structures and under floor slabs, as needed,
• Construction considerations,
• Pavement subgrade support guidelines,
• Seismic Site Classification based on SPT N-values.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
2.0 EXPLORATION PROCEDURES
2.1. Field Exploration
SUMMIT visited the site on April 24th through 26th of 2023 and performed a subsurface
exploration that consisted of eleven (11) soil test borings (identified as B-1 through B-9, SW-10,
and SW-11). 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 soil test borings were performed using an ATV-mounted CME 550X drill rig and extended to
approximate depths of 10 to 30 feet below the existing ground surface. Hollow-stem, continuous
flight auger drilling techniques were used to advance the borings into the ground. Standard
Penetration Tests (SPT) were performed within the mechanical borings at designated intervals in
general accordance with ASTM D 1586. The SPT "N" value represents the number of blows
required to drive a split-barrel sampler 12 inches with a 140-pound hammer falling from a height
of 30 inches. When properly evaluated, the SPT results can be used as an index for estimating
soil strength and density. In conjunction with the penetration testing, representative soil samples
were obtained from each test location and returned to our laboratory for visual classification in
general accordance with ASTM D 2488 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.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
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3.0 AREA GEOLOGY AND SUBSURFACE CONDITIONS
3.1. Physiography and Area Geology
The subject property is located in Denver, 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.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
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
stratification lines designating the interface between various strata represents 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
Surficial organic (topsoil) soils were observed at the existing ground surface with
estimated thicknesses ranging from approximately 3 to 5 inches.Asphalt was observed at
Boring B-4 with an estimated thickness of approximately 3 inches. Gravel was observed
below the asphalt and at the surface of Boring B-7 with thicknesses of approximately 3
and 5 inches, respectively. The surficial organic soil depths provided in this report and on
the individual "Boring Logs" are based on observations of field personnel and should be
considered approximate. Please note that the thickness of surface materials at the site
should be expected to vary, and measurements necessary for detailed quantity
estimation were not performed for this report. For planning purposes, we suggest
considering a topsoil thickness of about 12 inches to account for existing vegetation and
shallow roots.
Surficial Organic Soil is typically a dark-colored soil material containing roots, fibrous
matter, and/or other organic components, and is generally unsuitable for engineering
purposes. SUMMIT has not performed any laboratory testing to determine the organic
content or other horticultural properties of the observed surficial organic soils.Therefore,
the phrase "surficial organic soil" is not intended to indicate suitability for landscaping
and/or other purposes.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
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3.2.2. Alluvial Soils
Alluvial (water-deposited) soils were not encountered in any of the borings performed
during this exploration. Alluvial soils are typically encountered in or near drainage
features, pond bottoms, creeks and in low-lying areas. Alluvial soils are generally loose
and/or under-compacted and, as such, are typically unsuitable for supporting the
proposed construction. Therefore, remediation may be required wherever alluvial soils
are encountered during grading activities. If these soils are encountered during site
grading activities, the extent of the alluvial soils should be inspected in the field by the
Geotechnical Engineer-of-Record or and/or their designee.Additional testing such as test
pit excavations and/or hand auger borings may be required in order to further explored
the alluvial soils.
3.2.3. Existing Fill Soils
Existing fill (disturbed) soils were encountered beneath the surface materials in nine (9)
of the borings to an approximate depth of 1 foot below the existing ground surface. When
sampled,the existing fill soils generally consisted of elastic silts (MH) and sandy silts (ML).
The following table summarizes the locations and approximate depths that existing fill
soils were encountered in the borings performed for this exploration.
Summary Table of Existing Fill Soils Depths
Existing Fill Soil Approx. Existing Fill Soil Approx.
Boring No. Depth,(feet)1 Boring No. Depth,(feet)1
B-2 1 B-8 1
B-4 1 B-9 1
B-5 1 SW-10 1
B-6 1 SW-11 1
B-7 1
'Depths were measured from the existing ground surface at the time drilling was performed.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
If fill soils are encountered at other locations in the field during construction, the fill soils
should be inspected by the Geotechnical Engineer-of-Record and/or their designee, with
respect to the criteria outlined in Section 5.0 of this report.
3.2.4. Residual Soils
Residual (undisturbed) soils were encountered below the surface materials or existing fill
soils and extended to the maximum termination depth. These residual soils generally
consisted of stiff to very stiff elastic silts (MH) and very soft to very stiff sandy silts (ML).
The Standard Penetration Resistances (SPT N-values) in the residual soils ranged from 1
to 24 bpf.
3.2.5. Partially Weathered Rock and Auger Refusal
Partially weathered rock(PWR) and auger refusal conditions were not encountered in the
borings performed for this exploration. PWR is defined as soil-like material exhibiting SPT
N-values in excess of 100 bpf. Auger refusal is defined as material that could not be
penetrated by the drilling equipment used during our field exploration.
3.2.6. Groundwater Level Measurements
At the time of drilling, groundwater was observed in eight (8) of the borings at
approximate depths ranging from 12 to 27 feet. After waiting more than 24-hours,
groundwater was not observed in Borings SW-10 and SW-11. Please note moisture
conditions of the soil samples were noted within some of the borings and moisture
conditions within the soils may be an indication of the presence of groundwater. Also,
moist to wet soil conditions can be an indication that some manipulation (scarifying and
drying) of the soil may be required in order to obtain the specified compaction during
grading operations.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
The following table summarizes the approximate depths that groundwater at time of
drilling (ATD) and after waiting more than 24 hours were observed in the borings
performed for this exploration.
Summary Table of Groundwater Depths
Boring No. Groundwater ATD Approx. Depth,(feet)].
B-1 23
B-2 22
B-3 27
B-4 18.4
B-5 12
B-6 21
B-7 26
B-8 14
'Depths were measured from the existing ground surface at the time drilling was performed.
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.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
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4.0 EVALUATIONS AND RECOMMENDATIONS
4.1. General
Our preliminary evaluation and recommendations are based on the project information outlined
previously and on the data obtained from the field and laboratory testing program. If the
structural loading, geometry, or proposed building locations are changed or significantly differ
from those outlined, or if conditions are encountered during construction that differ from those
encountered by the borings, SUMMIT requests the opportunity to review our recommendations
based on the new information and make the necessary changes.
Grading plan information with proposed foundation bearing elevations was not available for our
review at the time of this report. Finish grade elevations of proposed construction in conjunction
with the proposed foundation bearing elevation can have a significant effect on design and
construction considerations. SUMMIT should be provided the opportunity to review the project
grading plans prior to their finalization with respect to the recommendations contained in this
report.
4.2. Deep Foundation Recommendations
Based on the results of the soil test borings we recommend the installation of timber piles for
foundation support. Based on our experience, structural pads requiring undercutting of
unsuitable soils (shallow soils with N-values less than 6 bpf) and replacement with structural fills
to depths of eight (8) feet or more, it may be more economical to support the structure on a
deep foundation system rather than undercut and replacement. Due to the depths of soft
existing residual, the proposed structures could be supported on Timber Piles. Timber piles have
the advantages of being easy to handle, easy to cut off, relatively inexpensive, readily available
and naturally tapered. They have disadvantages of having low capacities, being prone to damage
by hard driving and being difficult to splice. Pile Driving should terminate when adequate bearing
material is reached to prevent damage to the pile. Due to irregularities in the soil conditions,
variations in the pile tip elevations, even between adjacent piles, should be expected and piles
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
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should be ordered longer than the anticipated pile tip elevation. Based on the results of the field
testing program adequate deep foundation bearing soils should be encountered at minimum
depth of approximately 25 feet below existing ground surfaces into stiffer soils. We estimate tip
elevations for piles should be on the order of 30 feet below the existing ground surfaces.
We recommend that all pile load tests using Pile Driving Analyzer(PDA) and driving be monitored
by a geotechnical engineer or his qualified representative. This should be done to keep driving
records and determine that the piles have been driven to adequate resistance in the appropriate
strata.We also recommend that the piles be monitored for heave due to driving of adjacent piles.
Should heave occur, the pile should be re-driven to its original depth.
Based on the general stratigraphy in the project area, past experience with similar projects and
the anticipated magnitude of the loads, it is our opinion that the total and differential settlement
potentials for the proposed structures should be less than one-quarter inch (1/4) and one-eight
(1/8) inch, respectively.
We recommend that the pile driving be observed by the Geotechnical Engineer-of-Record and/or
his designee, prior to and during foundation installation. This is to assess their suitability for
foundation support and confirm their consistency with the conditions upon which our
recommendations are based.
Care must be taken to reduce vibrations that may affect the nearby existing building structures.
We recommend that the pile driving begin away from the existing buildings to determine if the
vibrations will affect the existing structures. If vibrations are excessive, additional pre-drilling, or
modifications to the driving techniques and/or foundation system may be required, particularly
adjacent to the existing buildings. Vibrations monitoring, pile installation and pre-drilling
operations should be monitored by an engineer experienced in pile installation procedures.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
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4.3. Retaining Wall Recommendations (if used)
Design Parameters for backfill properties (i.e., friction angle, earth pressure coefficients) should
use the values in the table below. These parameters are based on suitable soils with a minimum
moist unit weight of 120 pcf. SUMMIT should be retained to test the actual soils used for
construction to verify these design assumptions. To reduce long term creep or deflections to the
wall system, desirable wall backfill soils should be used. These include non-plastic, granular soils
(sands and gravels). However, these soils may not be available on site.
Soil Parameters for Wall Backfill
Passive
Allowable Modulus of Active Earth Earth Coefficient of
Bearing Friction Subgrade Pressure Pressure Earth
Capacity Angle Reaction Coefficient Coefficient Pressure at Slide
Backfill Type (psf) (deg) (pci) Ka Kp Rest Ko Friction
Residuum 2,000 28° 200 0.361 2.77 0.531 0.4
Fill 2,000 24° 150 0.421 2.37 0.593 0.4
Additional Testing is Required to verify these estimated designed parameters.
Soils classified as elastic silts (MH) and/or fat clays (CH) shall not be used for wall backfill or in the
retained zone as shown in Table 1610.1 of the 2018 IBC. If on-site soils are used as backfill within
the reinforced zone, the wall designer should address the need for wall drainage and the
possibility of long-term, time-dependent movement or creep in their design.
At the time of report preparation, we were not provided retaining wall plans or specifications.
Therefore, we request the opportunity to review the wall plans and specifications once they are
finalized and make any necessary changes to our recommendations. Also, we recommend an
external stability analysis (including global stability) of the proposed wall(s) be conducted once
the site layout and wall geometry is complete.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
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4.4. Seismic Site Class
SUMMIT has determined the Seismic Site Classification for this project site in accordance with
Chapter 16, Section 1613.5.2 of the 2018 North Carolina Building Code, Site Class Definitions
using SPT N-Values. We recommend this project be designed using a Seismic Site Class of "E"
(Soft Clay soil profile) as defined in Table 1613.5.4 Site Class Definitions.
4.5. Low to Moderate Plasticity Moisture Sensitive Soils (MH)
Low to moderate plasticity and moisture sensitive elastic silt (MH) soils were encountered in five
(5) of the borings performed during this exploration. These fine-grained soils are susceptible to
moisture intrusion and can become soft when exposed to weather and/or water infiltration.
Consequently, some undercutting and/or reworking (drying) of the near-surface soils may be
required depending upon the site management practices and weather conditions present during
construction.
Should these materials be left in-place, special consideration should be given to providing
positive drainage away from the structure and discharging roof drains a minimum of 5 feet from
the foundations to reduce infiltration of surface water to the subgrade materials.
Note: Since Low to Moderate Plasticity and Moisture Sensitive Soils can become remolded (i.e.,
softened) under the weight of repeated construction traffic and changes in moisture conditions,
these soils should be evaluated and closely monitored by the Geotechnical Engineer-of-Record
or and/or their designee prior to and during fill placement. Additional testing and inspections of
moisture sensitive soils may be warranted such as laboratory testing, field density (compaction)
testing, hand auger borings with dynamic cone penetrometer (DCP) testing and/or test pit
excavations.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
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4.6. Wet Weather Conditions
Contractors should be made aware of the moisture sensitivity of the near soils and potential
compaction difficulties. If construction is undertaken during wet weather conditions,the surficial
soils may become saturated, soft, and unworkable. The contractor can anticipate reworking
and/or recompacting soils may be needed when excessive moisture conditions occur.
Additionally, subgrade stabilization techniques,such as chemical (lime or lime-fly ash)treatment,
may be needed to provide a more weather-resistant working surface during construction.
Therefore, we recommend that consideration be given to construction during the dryer months.
Surface runoff should be drained away from excavations and not allowed to pond. Concrete for
foundations should be placed as soon as practical after the excavation is made. That is, the
exposed foundation soils should not be allowed to become excessively dry or wet before
placement of concrete. Bearing soils exposed to moisture variations may become highly
disturbed resulting in the need for undercutting prior to placement of concrete. If excavations
must remain open overnight, or if rainfall becomes imminent while the bearing soils are exposed,
we recommend that a 2-to 4-inch-thick "mud-mat" of lean (2000 psi) concrete be placed on the
bearing soils before work stops for the night.
SUMMIT recommends that special care be given to providing adequate drainage away from the
building areas to reduce infiltration of surface water to the base course and subgrade materials.
If these materials are allowed to become saturated during the life of the slab section, a strength
reduction of the materials may result causing a reduced life of the section.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
4.7. Floor Slabs
Slab-on-grade floor systems may be supported on approved residual soils, or newly compacted
fill, provided the site preparation and fill placement procedures outlined in this report are
implemented. Depending upon the amount of cuts and/or fills, unsuitable soils such as existing
fill soils and areas which deflect, rut or pump excessively during proof-rolling may require
remediation as described in Section 5.2.
The proposed slab-on-grade floor slab should be designed to withstand the planned dead and live
loads. Based on the use of granular fill material, soils encountered in our borings and our
experience, a modulus of subgrade reaction (k) of 125 pci can be used to design the floor slab
supported on the subgrade soils. A higher modules value may be available once the structural
soils and/or supporting soils has been identified. We recommend a minimum of 4-inch thickness
of crushed stone (NCDOT ABC stone gradation or equivalent) compacted to a minimum of 98
percent of the material's Standard Proctor maximum dry density(ASTM D 698) be placed as floor
slab base course.
Immediately prior to constructing a floor slab, the areas should be proof-rolled to detect any
softened, loosened or disturbed areas that may have been exposed to wet weather or
construction traffic. Areas that are found to be disturbed or indicate pumping action during the
proof-rolling should be undercut and replaced with adequately compacted structural fill. This
proof-rolling should be observed by a SUMMIT staff professional or a senior soils technician
under his/her direction. Proof-rolling procedures are outlined in the "Site Preparation" section
of this report.
4.8. Pavements Subgrade Preparation
The pavement sections can be adequately supported on approved non-high plasticity residual
soils, or newly compacted fill, provided the site preparation and fill placement procedures
outlined in this report are implemented. Immediately prior to constructing the pavement section,
we recommend that the areas be proofrolled to detect any softened, loosened or disturbed areas
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
that may have been exposed to wet weather or construction traffic. Areas that are found to be
disturbed or indicate instability during the proofrolling should be undercut and replaced with
adequately compacted structural fill or repaired as recommended by the Geotechnical Engineer-
of-Record. This proofrolling should be observed by a SUMMIT professional or a senior soils
technician under his/her direction. Proofrolling procedures are outlined in the "Site Preparation"
section of this report.
Due to the presence of near surface low to moderate plasticity elastic silts (MH), remediation of
pavement subgrade soils may be recommended (as determined by the Geotechnical Engineer-
of-Record during construction) including undercutting and replacement with additional NCDOT
ABC stone. Alternatively, lime stabilization of pavement subgrade may be a more economical
option and SUMMIT can provide lime stabilization mix design services if requested. This may be
more pronounced depending on the time of the year and seasonal conditions at the time of
pavement construction. We recommend contingency for some remediation efforts for the
subgrade soils be considered during the planning stage.
4.9. Cut and Fill Slopes
Permanent project slopes should be designed with geometry of 3 horizontal to 1 vertical (3H:1V)
or flatter.The tops and bases of all slopes should be located 10 feet or more from structural limits
and 5 feet or more from parking limits. Fill slopes should be constructed utilizing properly
compacted, structural fill according to the recommendations provided in this report. In addition,
fill slopes should be overbuilt and cut to finished grade during construction to achieve proper
compaction on the slope face. All slopes should be seeded, stabilized and maintained after
construction and adhere to local, state and federal municipal standards, if applicable.
Immediately prior to constructing the project slopes, the areas should be proof-rolled to detect
any softened, loosened or disturbed areas that may have been exposed to wet weather or
construction traffic. Areas that are found to be disturbed or indicate pumping action during the
proof-rolling should be undercut and replaced with adequately compacted structural fill. This
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
proof-rolling should be observed by a SUMMIT staff professional or a senior soils technician
under his/her direction. Proof-rolling procedures are outlined in the "Site Preparation" section
of this report.
Structural fill should not be placed on a subgrade with a slope steeper than 5 horizontal to 1
vertical (5H:1V), unless the fill is confined by an opposing slope, such as in a ravine. Otherwise,
where steeper slopes exist, the subgrade should be benched to allow for fill placement on a
horizontal surface.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
5.0 CONSTRUCTION CONSIDERATIONS
5.1. Abandoned Utilities/Structures
SUMMIT recommends that any existing utility lines and foundations be removed from within
proposed building and pavement areas. The utility backfill and foundation material should be
removed and the subgrade in the excavations should be inspected by a geotechnical professional
prior to fill placement. The subgrade inspection should consist of visual observations, probing
with a steel rod and/or performing hand auger borings with Dynamic Cone Penetrometer tests
to explore their suitability of receiving structural fill. Once the excavations are inspected and
approved,they should be backfilled with adequately compacted structural fill. Excavation backfill
under proposed new foundations should consist of properly compacted structural fill, crushed
stone, flowable fill or lean concrete as approved by the Geotechnical Engineer-of-Record.
5.2. Site Preparation
Based on the results of our borings, and dependent on final grades, the contractor can anticipate
that some undercutting and/or foundation extension through existing fill soils and soils with N-
values less than 6 bpf may be required prior to building construction and/or fill placement. If
these soils are encountered during the grading activities, the extent of the undercut required
should be determined in the field by the Geotechnical Engineer-of-Record and/or their designee.
Additional testing such as test pit excavations and/or hand auger borings may be required to
further explore these soil conditions, depths and locations.
Topsoil, organic laden/stained soils, construction debris and other unsuitable materials should
be stripped/removed from the proposed construction limits. Stripping and clearing should
extend 10 feet or more beyond the planned construction limits. Upon completion of the stripping
operations, we recommend areas planned for support of foundations, floor slabs, parking areas,
slope areas and structural fill be proof-rolled with a loaded dump truck or similar pneumatic tired
vehicle (minimum loaded weight of 20 tons) under the observations of a staff professional. After
excavation of the site has been completed, the exposed subgrade in cut areas should also be
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
proof-rolled.The proof-rolling procedures should consist of four complete passes of the exposed
areas, with two of the passes being in a direction perpendicular to the proceeding ones. Any
areas which deflect, rut or pump excessively during proof-rolling or fail to "tighten up" after
successive passes should be undercut to suitable soils and replaced with compacted fill.
The extent of any undercut required should be determined in the field by a SUMMIT staff
professional or engineer while monitoring construction activity. After the proof-rolling operation
has been completed and approved,final site grading should proceed immediately. If construction
progresses during wet weather, the proof-rolling operation should be repeated after any
inclement weather event with at least one pass in each direction immediately prior to placing fill
material or aggregate base course stone. If unstable conditions are experienced during this
operation, then undercutting or reworking of the unstable soils may be required.
5.3. 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.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
5.4. 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.The structural fill should exhibit
a maximum dry density of at least 90 pounds per cubic foot, as determined by a Standard Proctor
compaction test (ASTM-D 698). 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 within the proposed structural pad and extending at least
5 feet beyond the perimeter of the pad and foundation limits. 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) at/or near optimum moisture
content (±2 percent). 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 percent). 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.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
5.5. Suitability of Excavated Soils for Re-Use
The soils encountered in the borings should be suitable to be used as structural fill material
provided the recommendations in this report are implemented. These soils may be utilized as
non-structural fill and backfill at landscaped or non-pavement areas of the project. We
recommend non-structural fill to be compacted to at least 92 percent of the soil's Standard
Proctor Maximum Dry Density to reduce settlement of the fill soils particularly over utility
trenches.
However, if approved by the Geotechnical Engineer-of-Record, high plasticity soils encountered
during general site grading can be mixed/blended and/or mixed with lower plasticity soils and
used as structural fill. We recommend that mixed soils be used below the top five (5) feet at
deeper fill locations and adequate drainage be provided away from structural and pavement
areas. The top five (5) feet 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. All
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) at near
optimum moisture content (±2 percent).
We assumed that the limits of the excavation will be stripped of existing pavements, above and
below ground obstructions, stumps, root systems, and organic surface soils (topsoil) and
discarded.The thickness of organic surface soils (topsoil) encountered at soil test boring locations
are indicated on the soil test boring logs included in the Appendix of this report.
5.6. Engineering Services During Construction
As previously stated, the engineering recommendations provided in this report are based on the
project information outlined above and the data obtained from field and laboratory 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
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
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 exist or whether the recommendations presented herein
should be modified where necessary. Observation and testing of compacted structural fill and
backfill should also be provided by our firm.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
6.0 RELIANCE AND QUALIFICATIONS OF REPORT
This geotechnical subsurface exploration has been provided for the sole use of Roman Catholic
Diocese of Charlotte.This geotechnical subsurface exploration should not be relied upon by other
parties without the express written consent of SUMMIT and Roman Catholic Diocese of
Charlotte.
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.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
//
SUMMIT
ENGINEERING • LABORATORY • TESTING
A Universal Engineering Sciences Company
APPENDIX 1 — Figures
3575 Centre Circle Drive, Fort Mill, SC 29715 summit-companies.com

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Site Location Plan Denver, North Carolina SUMMIT
A UN. W rny'VnYp Woven 4owpnn/
3575 Centre Circle
SUMMIT Project No.: 3944.G0579 Fort Mill,South Carolina 29715
SCALE: NTS [phone]

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Boring Location Plan 537 NC-16 Business
0- Approx. Soil Test Boring Location Denver, North Carolina SUMMIT
A 9444,1oIL4,044.N14•9 waftric4op•ny
3575 Centre Circle
SCALE: NTS SUMMIT Project No.: 3944.G0579 Fort Mill,South Carolina 29715
[phone]

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 3944.G0579
Holy Spirit Catholic Church May 3, 2023
//
SUMMIT
ENGINEERING • LABORATORY • TESTING
A Universal Engineering Sciences Company
APPENDIX 2 — Boring Logs
3575 Centre Circle Drive, Fort Mill, SC 29715 summit-companies.com

SUMMIT ENGINEERING KEY TO SYMBOLS
/MIK 3575 CENTRE CIRCLE
FORT MILL,SC 29715
SUMMIT 704-504-1717
.,.maiEti...E,soon..,Company [e-mail]
CLIENT Roman Catholic Diocese of Charlotte PROJECT NAME Holy Spirit Catholic Church
PROJECT NUMBER 3944.G0579 PROJECT LOCATION Denver, North Carolina
LITHOLOGIC SYMBOLS SAMPLER SYMBOLS
(Unified Soil Classification System)
Standard Penetration Test
■ ASPHALT: Asphalt
BLANK
I FILL: Fill (made ground)
tin GW: USCS Well-graded Gravel
liffi
MH: USCS Elastic Silt
MLS: USCS Sandy Silt
TOPSOIL: Topsoil
WELL CONSTRUCTION SYMBOLS
ABBREVIATIONS
LL -LIQUID LIMIT(%) TV -TORVANE
PI -PLASTIC INDEX(%) PID -PHOTOIONIZATION DETECTOR
W -MOISTURE CONTENT(%) UC -UNCONFINED COMPRESSION
DD -DRY DENSITY(PCF) ppm -PARTS PER MILLION
NP -NON PLASTIC v, Water Level at Time
-200 -PERCENT PASSING NO. 200 SIEVE Drilling, or as Shown
PP -POCKET PENETROMETER(TSF) Water Level at End of
1 Drilling, or as Shown
w Water Level After 24
Hours, or as Shown

r//,±MM SUMMIT ENGINEERING '• Topsoil EllUSCS Sandy Silt ® USCS Elastic Silt
3575 CENTRE CIRCLE SUBSURFACE DIAGRAM '
FORT MILL,Sc 29715 -Asphalt lillUSCS Well-graded Gravel
SUMMIT 704-504-1 7 1 7
> -«E - m [e-mail]
CLIENT Roman Catholic Diocese of Charlotte PROJECT NAME Holy Spirit Catholic Church
PROJECT NUMBER 3944.G0579 PROJECT LOCATION Denver, North Carolina
B-1 B-2 B-3 B-4 B-5 B-6 B-7 B-8 B-9 SW-10 SW-11
O ft. Oft. Oft. Oft. Oft. Oft. Oft. Oft. Oft. Oft. Oft.
N-Value Depth N-Value Depth N-Value Depth N-Value Depth N-Value Depth N-Value Depth N-Value Depth N-Value Depth N-Value Depth N-Value Depth N-Value Depth
0 a r,•. a r,•. �. 0
0.33 0.33 0.42 7 0.33 >C 042 0.42 0.33 42'• •.• 1 - •.• 1 •• 1 1 1 il
10 : 42
9 16•• 3 8 7 6 17 4 4
-5 8 24 -5
5.5 5.5 1 5.5 5.5 5.5 5.5 T 5.5 5.5 5.5
6 T 6
8 4 3 5 3 5 6 4 8 • 8 4
8 8 8 8 8 8 8 8
5 3 2 3 _- . 2 . 5 3 3 . 5 5 5
-10 .1 10 10 •10 10
c .
0 •
12 T12 . 12 •.•72 12 12 -10ft. -10 ft. -10 ft.
U) . .
W
10 4 3 • 3 • 2 4 4 2
-15 -15
17 17 17 • � 17 r17 T17
. . .
•
•
•
•
•
6 1 . . 1 . 2 3 2 2 3
-20 -20
. .�
•
22 22 22 22 '
2 . . 2 5 . • 1 . .• 3 2 . . 4
-25 2'S 25 25 25 -25
25 ft. -25 ft. -25 ft. 27 -25 ft.
3 • 4 2 3 •
-30 '130 30 • •30 • 30 -30

A SUMMIT ENGINEERING BORING NUMBER B-1
3575 CENTRE CIRCLE
FORT MILL,Sc 29715 PAGE 1 OF 1
SUMMIT 704-504-1717
^ �•E^-w^ �� [e-mail]
CLIENT Roman Catholic Diocese of Charlotte PROJECT NAME Holy Spirit Catholic Church
PROJECT NUMBER 3944.G0579 PROJECT LOCATION Denver, North Carolina
DATE STARTED 4/26/23 COMPLETED 4/26/23 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger V AT TIME OF DRILLING 23.00 ft GW ATD/Caved in Depth @ 26'bgs
LOGGED BY J Parrish CHECKED BY C.Payne AT END OF DRILLING ---
NOTES See Figure 2"Boring Location Plan"for Approx. Boring Location AFTER DRILLING ---
w a A SPT N VALUE A
0 U a IY >-�^ o w 0 20 40 60 80 100
_ l-w ��
EL O MATERIAL DESCRIPTION w m >0 Q I I
J`� J o z O . 110> 0 20 40 60 80 100
w O Q w ❑FINES CONTENT(%)❑
0 20 40 60 80 100
. :` Approx.4"of Topsoil 7
(ML)RESIDUUM:
Stiff Brown Micaceous Slightly Clayey Sandy SILT SPT 2-4-6
A
— — £, (10) ❑
SPT 2-5-5
2 (10)
5.0
_ (ML)Firm Reddish Brown,Tan,and White Micaceous Sandy
SILT
SPT 3-3-5
3 (8)
SPT 2-2-3 `
10.0 (5)
(ML)Stiff Reddish Brown and Brown Micaceous Sandy SILT with
Manganese Stains
SPT 2-3-7
15.0 (10)
(ML)Firm Moist Reddish Brown and Brown Micaceous Sandy
SILT with Manganese Stains
SPT 2-3-3 A
6 (6)
23ft V
— i SPT 2-2-3
25.0 7 (5)
Bottom of Boring at 25 feet bgs, Boring Terminated
`26ft -

A SUMMIT ENGINEERING BORING NUMBER B-2
3575 CENTRE CIRCLE
FORT MILL,Sc 29715 PAGE 1 OF 1
SUMMIT 704-504-1717
^ �• [e-mail]
CLIENT Roman Catholic Diocese of Charlotte PROJECT NAME Holy Spirit Catholic Church
PROJECT NUMBER 3944.G0579 PROJECT LOCATION Denver, North Carolina
DATE STARTED 4/24/23 COMPLETED 4/24/23 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger V AT TIME OF DRILLING 22.00 ft GW ATD/Caved in Depth @ 24.5'bga
LOGGED BY J Parrish CHECKED BY C.Payne AT END OF DRILLING ---
NOTES See Figure 2"Boring Location Plan"for Approx. Boring Location AFTER DRILLING ---
w a A SPT N VALUE A
0 U a IY >- o w 0 20 40 60 80 100
~ a O MATERIAL DESCRIPTION w m >0 D Q I I
w W J Cl-z 0 O . m O> 0 20 40 60 80 100
w < ILI ❑FINES CONTENT(%)❑
0 20 40 60 80 100
_''�•`•‘'\ Approx.4"of Topsoil 7
- . (ML)FILL:
Stiff Brown Slightly Clayey Sandy SILT /I SPT 4-4-6
— —. • (ML)RESIDUUM: 1 (10)
Stiff Brown Slightly Clayey Sandy SILT
(ML)Stiff Brown Slightly Clayey Sandy SILT
SPT 3-3-4
2
5.0
(7)
—
(ML)Soft Light Brown Sandy SILT
SPT 1-2-2
3 (4)
—
(ML)Soft Moist Light Brown, Reddish Brown,and White Sandy
SILT with Manganese Stains
SPT 1-1-2
A
ro.o 4 (3)
SPT 1-2-2
(ML)Very Soft Moist Light Brown,Reddish Brown,and White
Sandy SILT with Manganese Stains
SPT 1-0-1
(1)
(ML)Soft Moist Light Brown, Reddish Brown,and White Sand92f
SILT with Manganese Stains
SPT 1-1-1 i
25.0 24.5ftg 7 (2)
Bottom of Boring at 25 feet bgs, Boring Terminated

A SUMMIT ENGINEERING BORING NUMBER B-3
3575 CENTRE CIRCLE
FORT MILL,Sc 29715 PAGE 1 OF 1
SUMMIT 704-504-1717
^ �• [e-mail]
CLIENT Roman Catholic Diocese of Charlotte PROJECT NAME Holy Spirit Catholic Church
PROJECT NUMBER 3944.G0579 PROJECT LOCATION Denver, North Carolina
DATE STARTED 4/25/23 COMPLETED 4/25/23 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger V AT TIME OF DRILLING 27.00 ft GW ATD/Caved in Depth @ 28.4'bgs
LOGGED BY J Parrish CHECKED BY C.Payne AT END OF DRILLING ---
NOTES See Figure 2"Boring Location Plan"for Approx. Boring Location AFTER DRILLING ---
w a A SPT N VALUE A
0 U a o_ >- o w 0 20 40 60 80 100
~ a O MATERIAL DESCRIPTION w m >0 O D Q I I
w W J Cl-z 0 O . 110> 0 20 40 60 80 100
w < ❑FINES CONTENT(%)❑
0 20 40 60 80 100
"" •`"'\ Approx.5"of Topsoil
(MH)FILL:
— — \ Brown Sandy Elastic SILT /I SPT 3-4-4 •
(ML)RESIDUUM: 1 (8)
Firm Brown Slightly Clayey Sandy SILT with Manganese Stains
— 1 SPT 2-3-2
5.0 2 (5) ,
(ML)Soft Moist Brown and White Slightly Clayey Sandy SILT with
Manganese Stains 1 SPT 2-1
3 (3)
SPT 1-1-1 •
10.0 4 (2)
— T (ML)Soft Moist Brown,White,and Reddish Brown Sandy SILT
— — 1 SPT 2-1-2 .l
15.0 5 (3)
(ML)Very Soft Very Moist Brown,White,and Reddish Brown
Sandy SILT
SPT 0-0-1 1
20.0 6 (1)
(ML)Soft Very Moist Brown,White,and Reddish Brown Sandy
— —• SILT
SPT 0-0-2 I
25.0 7 (2)
27ft V
—. 28.4ftlal
- 1
— SPT 0-1-2 1
so.o 8 (3)
Bottom of Boring at 30 feet bgs,Boring Terminated

SUMMIT ENGINEERING
3575 BORING NUMBER B-4
CENTRE CIRCLE
FORT
FORT MILL,SC 29715 PAGE 1 OF 1
SUMMIT 704-504-1717
TEsntac
<�M,.olEr,E,..Hnq ScioneasCompany [e-mail]
CLIENT Roman Catholic Diocese of Charlotte PROJECT NAME Holy Spirit Catholic Church
PROJECT NUMBER 3944.G0579 PROJECT LOCATION Denver, North Carolina
DATE STARTED 4/25/23 COMPLETED 4/25/23 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING 18.40 ft GW ATD/Caved in Depth @ 25'bgs
LOGGED BY J Parrish CHECKED BY C.Payne AT END OF DRILLING ---
NOTES See Figure 2"Boring Location Plan"for Approx. Boring Location AFTER DRILLING ---
w o A SPT N VALUE A
0 U >- cn w 0 20 40 60 80 100
_ I-w �^ H�
PL
Q 110 MATERIAL DESCRIPTION J 2 >0 9O n Q
> J o D O. m O> 0 20 40 60 80 100
(3 2z C) oz
w < ❑FINES CONTENT(%)co
❑
0 20 40 60 80 100
. Approx.3"of Asphalt
Approx.3"of Gravel
• (ML)FILL: I1 SPT 2-3-2
— —. • Brown Slightly Clayey Sandy SILT with Asphalt Fragments 1 (5)
(ML)RESIDUUM:
— Firm Brown and White Slightly Clayey Sandy SILT J
(ML)Soft Moist Brown, Reddish Brown,and White Sandy SILT
with Manganes Stains SPT 2-1-2
2 (3)
5.0
_ (ML)Firm Moist Brown, Reddish Brown,and White Sandy SILT
with Manganes Stains
SPT 1-2-3
— — • • 3 (5)
(ML)Soft Moist Brown, Reddish Brown,and White Sandy SILT
with Manganes Stains
I SPT 1-1-2
o.o 4 (3)
—
(ML)Soft Very Moist Brown,Reddish Brown,and White Sandy
SILT with Manganes Stains
I SPT 1-1-2
s.o 5 (3)
18.4ft
— • SPT 2-1-1
6 (2)
20.0
(ML)Firm Moist Brown, Reddish Brown,and White Sandy SILT
with Manganes Stains
• SPT 2-3-2
25.0 7 (5)
Bottom of Boring at 25 feet bgs, Boring Terminated 2btt

A SUMMIT ENGINEERING BORING NUMBER B-5
3575 CENTRE CIRCLE
FORT MILL,Sc 29715 PAGE 1 OF 1
SUMMIT 704-504-1717
^ �• [e-mail]
CLIENT Roman Catholic Diocese of Charlotte PROJECT NAME Holy Spirit Catholic Church
PROJECT NUMBER 3944.G0579 PROJECT LOCATION Denver, North Carolina
DATE STARTED 4/24/23 COMPLETED 4/24/23 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger V AT TIME OF DRILLING 12.00 ft GW ATD/Caved in Depth @ 29'bgs
LOGGED BY J Parrish CHECKED BY C.Payne AT END OF DRILLING ---
NOTES See Figure 2"Boring Location Plan"for Approx. Boring Location AFTER DRILLING ---
w a A SPT N VALUE A
0 U a o >- o w 0 20 40 60 80 100
~ a O MATERIAL DESCRIPTION w m >0 O D Q I I
w W J Cl-z 0 O . 110> 0 20 40 60 80 100
w < ❑FINES CONTENT(%)❑
0 20 40 60 80 100
_'' \ Approx.5"of Topsoil
(ML)FILL:
Reddish Brown Slightly Clayey Sandy SILT /I SPT 2-3-3
(ML)RESIDUUM: 1 (6)
Firm Brown and Light Brown Micaceous Sandy SILT
— 1 SPT 3-3-4
5.0 2 (7) ,
—
(ML)Soft Reddish Brown and White Micaceous Sandy SILT
-, ISPT 3-2-1
3 (3)
(ML)Soft Brown and Light Brown Sandy SILT with Manganese
— — Stains SPT 1-1-1
4 (2)
ro.o ��
(ML)Soft Moist Brown Sandy SILT with Manganese Stains 'f2tt V
— — 1 SPT 1-1-1 A
r 5.0 5 (2)
(ML)Soft Very Moist Brown Sandy SILT with Manganese Stains
SPT 1-1-2
20.0 6 (3)
—
(ML)Very Soft Very Moist Brown,Reddish Brown,and White
— — Sandy SILT with Manganese Stains
SPT 0-0-1
25.0 7 (1)
—
(ML)Soft Very Moist Brown,Reddish Brown,and White Sandy
— — SILT with Manganese Stains
29ft 1 SPT 2-2-2
so.o 8 (4)
Bottom of Boring at 30 feet bgs,Boring Terminated

A SUMMIT ENGINEERING BORING NUMBER B-6
3575 CENTRE CIRCLE
FORT MILL,Sc 29715 PAGE 1 OF 1
SUMMIT 704-504-1717
^ �• [e-mail]
CLIENT Roman Catholic Diocese of Charlotte PROJECT NAME Holy Spirit Catholic Church
PROJECT NUMBER 3944.G0579 PROJECT LOCATION Denver, North Carolina
DATE STARTED 4/24/23 COMPLETED 4/24/23 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger V AT TIME OF DRILLING 21.00 ft GW ATD/Caved in Depth @ 28.5'bgs
LOGGED BY J Parrish CHECKED BY C.Payne AT END OF DRILLING ---
NOTES See Figure 2"Boring Location Plan"for Approx. Boring Location AFTER DRILLING ---
w a A SPT N VALUE A
0 U a o_ >- o w 0 20 40 60 80 100
~ a O MATERIAL DESCRIPTION w m >0 O D Q I I
w W J Cl-z 0 O . 110> 0 20 40 60 80 100
w < ❑FINES CONTENT(%)❑
0 20 40 60 80 100
_'' \ Approx.5"of Topsoil
(ML)FILL:
Brown Slightly Clayey Sandy SILT /I SPT 3-3-4 A
(ML)RESIDUUM: 1 (7)
Firm Brown Slightly Clayey Slightly Clayey Sandy SILT
— 1 SPT 3-4-4
5.0 2 (8) ,
(ML)Firm Brown,Light Brown,and White Sandy SILT with
Manganese Stains 1 SPT 2-2-3
3 (5)
(ML)Firm Moist Brown, Light Brown,and White Sandy SILT with
— — Manganese Stains SPT 1-2-3
(5)
ro.o •
(ML)Soft Moist Brown,Light Brown,and White Sandy SILT with
Manganese Stains •
— — • 1 SPT 2-2-2 A
r 5.0 5 (4)
(ML)Soft Very Moist Brown,Light Brown,and White Sandy SILT
with Manganese Stains
SPT 1-1-1 A
20.0 6 (2)
21ftV
SPT 1-1-2 A
25.0 7 (3)
t
28.5ft - SPT 1-1-1
A
8 (2)
Bottom of Boring at 30 feet bgs,Boring Terminated

A SUMMIT ENGINEERING BORING NUMBER B-7
3575 CENTRE CIRCLE
FORT MILL,Sc 29715 PAGE 1 OF 1
SUMMIT 704-504-1717
^ �• [e-mail]
CLIENT Roman Catholic Diocese of Charlotte PROJECT NAME Holy Spirit Catholic Church
PROJECT NUMBER 3944.G0579 PROJECT LOCATION Denver, North Carolina
DATE STARTED 4/25/23 COMPLETED 4/25/23 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger V AT TIME OF DRILLING 26.00 ft GW ATD/Caved in Depth @ 29'bgs
LOGGED BY J Parrish CHECKED BY C.Payne AT END OF DRILLING ---
NOTES See Figure 2"Boring Location Plan"for Approx. Boring Location AFTER DRILLING ---
w a A SPT N VALUE A
0 U a o_ >- o w 0 20 40 60 80 100
�w �^ ��
~^ a O MATERIAL DESCRIPTION w m >0 O D Q I I
w W J Cl-z 0 O . 110> 0 20 40 60 80 100
w < ❑FINES CONTENT(%)❑
0 20 40 60 80 100
4 Approx.5"of Gravel 7
Q • (MH1 FILL:
\ Reddish Brown Sandy Elastic SILT /1 SPT 6-5-7
(MH)RESIDUUM: 1 (12)
Stiff Brown Sandy Elastic SILT
(ML)Firm Moist Brown Slightly Clayey Sandy SILT
SPT 3-3-4
5.0 2 (7)
(ML)Firm Moist Brown, Light Brown,and Reddish Brown Sandy
SILT with Manganese Stains SPT 1-2-4
3 (6)
—
(ML)Soft Moist Brown,Light Brown,and Reddish Brown Sandy
— — SILT with Manganese Stains SPT 1-1-2
10.0 : (3)
SPT 1-2-2
15.0 (4)
(ML)Soft Very Moist Brown,Light Brown,and Reddish Brown
Sandy SILT with Manganese Stains
SPT 1-1-1
6 20.0 (2)
(ML)Soft Very Moist Light Brown and White Sandy SILT with
Manganese Stains
SPT 1-1-1 &
25.0 • 7 (2)
26ft V
— 29ft Z SPT 1-1-2
R
so.o (3) --
Bottom of Boring at 30 feet bgs,Boring Terminated

A SUMMIT ENGINEERING BORING NUMBER B-8
3575 CENTRE CIRCLE
FORT MILL,Sc 29715 PAGE 1 OF 1
SUMMIT 704-504-1717
^ �• [e-mail]
CLIENT Roman Catholic Diocese of Charlotte PROJECT NAME Holy Spirit Catholic Church
PROJECT NUMBER 3944.G0579 PROJECT LOCATION Denver, North Carolina
DATE STARTED 4/26/23 COMPLETED 4/26/23 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger V AT TIME OF DRILLING 14.00 ft GW ATD/Caved in Depth @ 24'bgs
LOGGED BY J Parrish CHECKED BY C.Payne AT END OF DRILLING ---
NOTES See Figure 2"Boring Location Plan"for Approx. Boring Location AFTER DRILLING ---
w a A SPT N VALUE A
0 U a IY >- o w 0 20 40 60 80 100
�w �^ Z�
~ a O MATERIAL DESCRIPTION w m >0 O Q 1 I
w w J o z 0 O . 110> 0 20 40 60 80 100
w < ❑FINES CONTENT(%)❑
0 20 40 60 80 100
_''�s'.`\ Approx.4"of Topsoil 7
- . (ML)FILL:
Brown Slightly Clayey Sandy SILT /I SPT 4-3-6
— —. (ML)Stiff Brown Slightly Clayey Sandy SILT 1 (9) A
(ML)Firm Moist Brown Slightly Clayey Sandy SILT
SPT 2-2-4 L
2 (6)
5.0
_ (ML)Soft Moist Brown and Light Brown Sandy SILT with
— Manganese Stains •
SPT 2-1-3
3 (4)
SPT 2-1-2
10.0 (3)
(ML)Soft Very Moist Brown and Light Brown Sandy SILT with
Manganese Stains
14ft� SPT 1-1-1
15.0 A 5 (2) lA
1 SPT 1-1-2
A
20.0 6 (3)
24ft SPT 1-2-2 A
25.0 .:::A (4)
Bottom of Boring at 25 feet bgs, Boring Terminated

SUMMIT ENGINEERING BORING NUMBER B-9
3575 CENTRE CIRCLE
FORT
FORT MILL,SC 29715 PAGE 1 OF 1
SUMMIT 704-504-1717
<�M,.olEr,E,..Hnq ScioneasCompany [e-mail]
CLIENT Roman Catholic Diocese of Charlotte PROJECT NAME Holy Spirit Catholic Church
PROJECT NUMBER 3944.G0579 PROJECT LOCATION Denver, North Carolina
DATE STARTED 4/25/23 COMPLETED 4/25/23 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---GW NE ATD/Caved in Depth @ 7'bgs
LOGGED BY J Parrish CHECKED BY C.Payne AT END OF DRILLING ---
NOTES See Figure 2"Boring Location Plan"for Approx. Boring Location AFTER DRILLING ---
w o ASPTNVALUEA
0 U } ci w 0 20 40 60 80 100
I-w �^ H�
PL
L"O MATERIAL DESCRIPTION J 2 >0 9O n Q
o D O. m O> 0 20 40 60 80 100
(3 2z (.) oz
w < ❑FINES CONTENT(%)❑
0 20 40 60 80 100
Approx.5"of Topsoil
< xi (MH)FILL:
\ Reddish Brown Sandy Elastic SILT
(MH)RESIDUUM: SPT 4-7-9
Very Stiff Brown Sandy Elastic SILT 1 (16)
(ML)Very Stiff Brown Slightly Clayey Sandy SILT
SPT 9-7-10
2 (17)
5.0
(ML)Firm Brown Slightly Clayey Sandy SILT with Manganese
Stains
SPT 4-3-5
7ft� 3 (8)
(ML)Firm Moist Brown Slightly Clayey Sandy SILT with
Manganese Stains
SPT 1-2-3
4 (5)
Bottom of Boring at 10 feet bgs, Boring Terminated
15.0
20.0

// SUMMIT ENGINEERING BORING NUMBER SW-10
lik 3575 CENTRE CIRCLE
FORT MILL,SC 29715 PAGE 1 OF 1
SUMMIT 704-504,1 7 1 7
<�M,.olEr,E,..Hnq �Co m [e-mail]
CLIENT Roman Catholic Diocese of Charlotte PROJECT NAME Holy Spirit Catholic Church
PROJECT NUMBER 3944.G0579 PROJECT LOCATION Denver, North Carolina
DATE STARTED 4/26/23 COMPLETED 4/26/23 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---GW NE ATD
LOGGED BY J Parrish CHECKED BY C.Payne AT END OF DRILLING ---GW NE>24 hrs
NOTES See Figure 2"Boring Location Plan"for Approx. Boring Location AFTER DRILLING ---
w o A SPT N VALUE A
0 U >-ct } cow 0 20 40 60 80 100
_ I—w EC^ Hn
It
Q ,..,1-
O MATERIAL DESCRIPTION J 2 >of �O n Q I M
" J o O. m O> 0 20 40 60 80 100
(3 2z () oz
w < ❑FINES CONTENT(%)❑
co
0 20 40 60 80 100
:.: (MH)FILL:
-$5 Firm Red(10R,4/6)Sandy Elastic SILT
_ - �_�♦_ SPT 4-2-3-5
I I 1 (5)
Firm Red(10R,4/6)Sandy Elastic SILT
(ML)Stiff Moist Red(10R,5/8)Slightly Clayey Sandy SILT
SPT 2-4-8-11
2 (12)
(ML)Firm Red(10R,5/8)Slightly Clayey Sandy SILT
s.o SPT 2-3-5-5
3 (8)
(ML)Firm Red(10R,5/8)Slightly Clayey Sandy SILT with
Manganese Stains SPT 3-4-4-5
4 (8)
(ML)Firm Red(10R,5/8)and white(7.5YR,9.5/1)Slightly Clayey
Sandy SILT with Manganese Stains SPT 2-2-3-4
5 (5)
10.0
Bottom of Boring at 10 feet bgs, Boring Terminated
15.0
20.0

// SUMMIT ENGINEERING BORING NUMBER SW-11
lik 3575 CENTRE CIRCLE
FORT MILL,SC 29715 PAGE 1 OF 1
SUMMIT 704-504-1717
<�M,.olEr,E,..Hnq ScioneasCompany [e-mail]
CLIENT Roman Catholic Diocese of Charlotte PROJECT NAME Holy Spirit Catholic Church
PROJECT NUMBER 3944.G0579 PROJECT LOCATION Denver, North Carolina
DATE STARTED 4/26/23 COMPLETED 4/26/23 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---GW NE ATD
LOGGED BY J Parrish CHECKED BY C.Payne AT END OF DRILLING ---GW NE>24 hrs
NOTES See Figure 2"Boring Location Plan"for Approx. Boring Location AFTER DRILLING ---
w o A SPT N VALUE A
0 U } ci w 0 20 40 60 80 100
I-w �^ H�
L"O MATERIAL DESCRIPTION J 2 >of �O n Q
J a O. m O> 0 20 40 60 80 100
(3 2z () oz
w < ❑FINES CONTENT(%)❑
0 20 40 60 80 100
�;\ Approx.3"of Topsoil 7
- (MH)�i�i�i
�.�.�. FILL: SPT 2-2-2-2
Soft Red(10R,4/6)Sandy Elastic SILT / 1 (4)
(MH)RESIDUUM::
Soft Red(10R,4/6)Sandy Elastic SILT
(MH)FILL:
Stiff Red(10R,4/6)Sandy Elastic SILT SPT 2-4-5-6
2 (9)
(MH)FILL:
s.o Very Stiff Red(10R,4/6)Sandy Elastic SILT with Rock SPT 2-12-12-14
Fragments
3 (24)
(ML)RESIDUUM:
Soft Moist Red(10r,5/8)Slightly Clayey Sandy SILT SPT 2-2-2-3
4 (4)
•
(ML)Firm Moist Red(10r,5/8)and White(7.5Y,9.5/1)Slightly
Clayey Sandy SILT
SPT 1-2-3-3
5 (5)
1 0.0
Bottom of Boring at 10 feet bgs, Boring Terminated
15.0
20.0