SW3191204_Geotech Report_20200106

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Civil — Geotechnical — Surveying
November 14, 2019
Mr. KP Maganti
Arka Heights, LLC
151 Coastal Lane, Unit 111
Myrtle Beach, SC 29577
Reference: Supplemental Geotechnical Engineering Test Pit Evaluation
Proposed Arka Heights Development
4610 and 4612 Old Charlotte Highway
Monroe, North Carolina
CESI Proposal Number 190631.P00
Mr. Maganti,
Concord Engineering & Surveying, Inc. (CESI) has performed a supplemental geotechnical
engineering evaluation for the proposed Arka Heights Development located on Union County Parcel
09366020 positioned on the north side of Old Charlotte Highway in Monroe, North Carolina. We
completed this geotechnical engineering evaluation in general accordance with proposal number
190631.P00
This report explains our understanding of the project, documents our findings, and presents our
conclusions and engineering recommendations. After you have reviewed our report, we recommend
either a meeting or a telephone conference to discuss our recommendations.
We appreciate the opportunity to be of service to you and we look forward to helping you through
project completion. If you have any questions, please call.
Respectfully submitted by CESI
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James G. Eaves III, PE
Division Manager
N.C. Registration Number 27837
ATTACHMENTS
Test Pit Excavation Location Plan
Record of Test Pit Excavation
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45 Spring Street, SW P.O. Box 268 Concord, NC 28026-0268 704-786-5404
www.cesicqs.com NC License No C-0263

SUPPLEMENTAL GEOTECHNICAL ENGINEERING EVALUATION
Proposed Arka Heights Development
4610 and 4612 Old Charlotte Highway
Monroe, North Carolina
INTRODUCTION
1.1 General
CESI has completed a subsurface exploration and engineering evaluation for the proposed Arka
Heights Development to be located on the north side of Old Charlotte Highway, in Monroe, North
Carolina. The evaluation was performed on the entire portion of the 10.4-acre parcel. The purpose
of the subsurface exploration was to obtain data for the geotechnical engineering evaluation and to
determine the occurrence of suitable and unsuitable soils, rock and groundwater on the site.
This report describes our understanding of the project, the field testing performed, and the general
subsurface conditions encountered at the soil test pit excavation locations. Presented herein are
our geotechnical engineering design and construction recommendations.
1.2 Report Summary
The proposed development area is positioned on a 10.4-acre parcel identified as Union County
Parcel Number 09366020. The development area is bound to the South by Old Charlotte Highway,
to the east by Brick Yard Road, to the north by a parcel owned by Boren Clay Products and to the
west by a Sun Valley Animal Hospital and undeveloped land. The proposed development area is
currently overgrown and unused farmland.
In accordance with the requirements of the Underground Utility Safety and Damage Prevention Act
(2013), CESI contacted the North Carolina Utility Locator Service (NC One Call, or NC 811) and
requested that the local member utility providers identify, and visibly mark the utilities present, prior
to conducting the subsurface exploration activities. In response to CESI's request, North Carolina
811 assigned Ticket Number Al92982621, on October 25, 2019.
The procedures used by CESI for field sampling and testing are in general accordance with
established geotechnical engineering practice. Prior to test pit equipment mobilization, a CESI Field
Engineer located the 13 soil test boring locations previously explored by Summit Engineering (test
borings B-1 through B-11 and SW-1 and SW-2) and identified on the enclosed "Test Pit Excavation
Location Plan". Test pit excavations were performed adjacent to the boreholes, with an additional 7
test pit excavations added to broaden our understanding of current subsurface conditions. On
November 4 and 5, 2019 a Caterpillar 315-C track hoe owned and operated by Almond Farm, was
used to excavate the 20 test pits. Soil strata in each test pit was identified and recorded by our
Project Engineer. Once complete, the excavations were backfilled with the previously excavated
soils. Below is a table summarizing our FINDINGS.
Arka Heights Development, Monroe, North Carolina November 14, 2019
CESI Project Number 190512.000 Page 2

Table 1: Summary of Test Pit Data
Test
Pit
Plow Zone,
Topsoil, and
Root Zone
(inches below
ground
surface)
Depth to Weathered Rock
(depth below ground surface)
Test Pit Termination Depth
(inches below ground surface)
TP-1
8"
60"
Test Pit Terminated — 124"
TP-2
6"
36"
Test Pit Terminated — 93"
TP-3
8"
34"
Test Pit Terminated — 105"
TP-4
8"
28"
Test Pit Terminated — 102"
TP-5
8.5"
32"
Test Pit Terminated — 108"
TP-6
6"
40"
Test Pit Terminated — 111"
TP-7
6"
42"
Test Pit Terminated — 90"
TP-8
8"
42"
Test Pit Terminated — 108"
TP-9
7"
42"
Test Pit Terminated — 114"
TP-10
12"
60"
Test Pit Terminated — 120"
TP-11
8"
38"
Test Pit Terminated — 92"
TP-12
101,
36"
Test Pit Terminated — 114"
TP-13
9"
24"
Test Pit Terminated — 100"
TP-14
9"
26"
Test Pit Terminated — 110"
TP-15
9"
30"
Test Pit Terminated — 108"
TP-16
8"
36"
Test Pit Terminated — 124"
TP-17
6"
45"
Test Pit Terminated — 84"
TP-18
2"
18"
Test Pit Terminated — 84"
TP-19
6"
36"
Test Pit Terminated — 84"
TP-20
7"
24"
Test Pit Terminated — 78"
Plow zone, topsoil, roots and leaf litter was encountered at each of the excavated test pits. This
surface stratum ranged from 2" to 12" deep. This material is not satisfactory for use as structural fill
or recommended for foundation, slab and pavement support.
Beneath the unusable surface materials we encountered residual soils primarily in the form of clayey
SILT (ML) with small amounts of silty CLAY (CL) and varying amounts of WEATHERED ROCK.
WEATHERED ROCK (residual) was encountered in each of the test pits. WEATHERED ROCK
varied in depth and consistency but can be excavated utilizing a CAT 315-C (or larger) excavator.
Arka Heights Development, Monroe, North Carolina November 14, 2019
CESI Project Number 190512.000 Page 3

PROJECT INFORMATION
The proposed development area is located between 4610 and 4612 Old Charlotte Highway on a
10.4-acre parcel identified by Union County as Parcel Number 09366020. The proposed
construction area is currently undeveloped and contains one uninhabited house, an old general
store, two barns, and a detached garage on the property. The rest of the property consists of
cultivated soils.
Conceptual site design, provided in Summit Engineering's Geotechnical Report, reflects nine multi-
story, multi -family residences, a club house with pool, associated asphalt pavement and utilities,
and two stormwater management features. However, it is our understanding that the final site
design will combine the buildings but foundation bearing requirements and construction will be
similar.
PUBLISHED INFORMATION
3.1 Site Geology
Residual Materials
The residual soil overburden of this area was formed by in -place weathering of Metamudstone,
Meta-argilite, Phyllite and Schist metavolcanic rocks of the Carolina Slate Belt. A typical upland soil
profile consists of topsoil underlain by a clayey SILT (ML) and channery silty loam. Separating the
completely weathered soil overburden from the unaltered parent rock is a transition zone of very
high consistency materials locally referred to as weathered rock. In this area, weathered rock
retains much of the bedding planes, cleavage and striations of the parent bedrock and may consist
of alternating layers of high consistency soil and rock. If soil test borings were performed, weathered
rock would exhibit Standard Penetration Resistances in excess of 100 blows per foot (bpf).
Weathered rock and rock and fragments of weathered rock were encountered in each of the test
pits excavated.
The weathering processes that formed the overburden soils and weathered rock are extremely
variable, depending on such factors as rock mineralogy, past groundwater conditions, and the
tectonic history (joints, faults, igneous intrusions, etc.) of the specific area. Differential weathering
of the rock mass has resulted in erratically varying subsurface conditions, evidenced by abrupt
changes in soil type and consistency in relatively short horizontal and vertical distances.
Furthermore, depths to rock can be irregular and isolated boulders, discontinuous rock layers, or
rock pinnacles can be present within the overburden and transition zones.
Reci mck
The project site is located within in the Carolina Slate Belt of the Piedmont Physiographic Province.
According to the Geologic Map of North Carolina by Rhodes and Conrad (1985), the bedrock at the
site is metamorphosed rock of the Later Proterozoic -Paleozoic Era, Late Proterozoic -Cambrian
Period.
Arka Heights Development, Monroe, North Carolina November 14, 2019
CESI Project Number 190512.000 Page 4

EXPLORATION METHODS
The procedures used by CESI for field sampling and testing are in general accordance with ASTM
procedures and established geotechnical engineering practice.
The locations of 13 previously explored borehole evaluations performed by Summit Engineering
were located prior to performing our test pits. Additionally, each of the 20 soil test borings were
located by our Project Engineer during the time of the test pit evaluations using GPS equipment.
Soil test pit were excavated using a 315-C tracked excavator to depths ranging from 78" to 124"
below ground surface (BGS). Soil samples were visually classified by our Field Engineer at the
time of test pit excavation. A Record of Test Pit Excavation was prepared for each test pit and is
included in the Attachments. The Logs were prepared using the observations made in the field by
our Field Engineer and are based on the Unified Soil Classification System (USCS); classifications
presented on the Logs were based on visual evaluations. The actual transition between strata may
be gradual in both the vertical and horizontal directions.
SUBSURFACE CONDITIONS
5.1 General Subsurface Profile
Topsoil, roots and leaf litter was encountered at the surface of each of the test pits. The depth of
the surface organics and organic laden soils measured 2" to 10" deep. The topsoil and organics
are not satisfactory for use as structural fill or recommended for foundation, slab and pavement
support.
Beneath the surface materials, we encountered residual soils in the form of clayey SILT (ML).
These soils may contain varying amounts of ELASTIC SILT (MH) in the soil matrix. Based on
published materials, It was anticipated that we would encounter some amount of FAT CLAY (CH)
and ELASTIC SILT (MH) soils. However, no FAT CLAY (CH) or ELASTIC SILT (MH) soils were
encountered during our investigation. The FAT CLAY (CH) and ELASTIC SILT (MH) soils have a
high shrink -swell potential when dried or exposed to water, respectively. These soils are not
satisfactory for direct foundation, slab and pavement support. If encountered in areas of residence
or roadway structural influence, they should be removed and replaced with satisfactory structural
fill soils.
WEATHERED ROCK (residual) was encountered in each of the test pits. Based on our site
operations to date, we anticipate the WEATHERED ROCK can be excavated utilizing a CAT 315-
C (or larger) excavator. Also, it is noted that our test pit operations included an evaluation in a
trench condition. As our evaluation was performed in trench conditions, it was noted that
WEATHERED ROCK near termination depth in test pits TP-11, TP-13, TP-18, TP-19, and TP-20
was difficult to dig but not hard enough to be considered track hoe refusal. Excavation in a mass
condition or with larger equipment may allow the WEATHERED ROCK to be excavated more easily
and to potential greater depths.
TRACK HOE REFUSAL ROCK was not encountered any of the test pit excavations but may be
present in other unexplored areas of the site.
The Natural Resources Conservation Service (NRCS) has mapped the proposed development area
as containing soils of the Goldston-Badin series. Goldston-Badin series soils are channery silty
loam, clayey SILT (ML), and silty CLAY (CL). The Badin soil series can have varying amounts of
FAT CLAY (CH) and ELASTIC SILT (MH). FAT CLAY (CH) and ELASTIC SILT (MH) soils were
not encountered in the test pits but may be present in other unexplored areas of the site.
Arka Heights Development, Monroe, North Carolina November 14, 2019
CESI Project Number 190512.000 Page 5

5.2 Groundwater
No groundwater was encountered in the test pit locations and no construction issues due to
groundwater are anticipated.
CONCLUSIONS AND RECOMMENDA-nONS
6.1 Earthwork Considerations
CESI recommends construction be scheduled carefully to maximize the benefits of seasonal
weather conditions and minimize downtime for soil modification or remediation. For maximum
benefit, it is recommended that mass grading operations be performed during the summer months.
Grading and building operations should not occur during or immediately following periods of heavy
precipitation.
Once the structural areas (building, drives, parking) have been stripped, we recommend that the
areas to provide foundation and pavement support be carefully evaluated for the presence of soft
surficial soils by proofrolling with a 25-ton, four -wheeled, rubber -tired roller, a loaded dump truck, or
similar approved equipment. The proofroll operation should be carefully monitored by our Engineer.
Areas that wave, rut, or deflect excessively and continue to do so after several passes of the
proofroller may need to be undercut to stiffer soils. The undercut areas should be backfilled in thin
lifts with approved, compacted fill materials. CESI recommends our Field Engineer be present to
evaluate these areas during preparation for site development.
It is imperative that the grading contractor maintain adequate surface drainage to prevent water
from ponding and deteriorating the graded surface. The surface should be rolled smooth to
enhance drainage if precipitation is expected. Subgrades damaged by construction equipment
should be immediately repaired to avoid further degradation in adjacent areas and to help prevent
water ponding.
6.2 Fill Material and Placement
Recommended criteria for soil fill characteristics and compaction procedures are listed below. The
project design documents should include the following recommendations to address proper
placement and compaction of project fill materials. Earthwork operations should not begin until
representative samples are collected and tested (allow 3 to 4 days for sampling and testing).
Earth Fill Materials
❑ General guidelines for project fill should control properties such as Plasticity Index (PI),
gradation, and organic content. The use of the following USCS soil types, as defined by
ASTM D 2487, should be satisfactory for use as project fill: GW, GP, GM, GC, SW, SP,
SM, SC, CL, ML, MH (provided the PI is 25 percent or less for MH soils), or combinations
thereof.
❑ Organic content should be no greater than 5 percent by weight, and no large roots should
be allowed. Additionally, maximum particle sizes should be limited to 4 inches or less.
Arka Heights Development, Monroe, North Carolina November 14, 2019
CESI Project Number 190512.000 Page 6

Compaction Recommendations
❑ One standard Proctor compaction test and one Atterberg limits test for each soil type used
as project fill. Atterberg as well as gradation tests should be performed at the Project
Geotechnical Engineer's discretion.
❑ Maximum loose lift thickness — 8 inches.
❑ Compaction requirements — 95 percent of the maximum dry density as determined by the
standard Proctor compaction test at all depths for building, parking and drive areas, 100
percent of the maximum dry density for the top 12 inches.
❑ Soil moisture content at time of compaction — within plus 3 percent to minus 3 percent of
the optimum moisture content.
❑ One density test every 2,500 square feet for each lift or two tests per lift, whichever is
greater (for preliminary planning only; the test frequency should be determined by our
Geotechnical Engineering staff).
❑ Trench fill areas — one density test every 75 linear feet at vertical intervals of 2 feet or less.
6.3 Shallow Foundations
Desia n
The building foundations should be sized for a maximum net allowable bearing pressure of 3,000
pounds per square foot. The exploration findings indicate the building may be supported by shallow
spread footings bearing on residual soil or newly placed structural fill soil. All footings should bear
at a minimum depth of 12 inches below exterior grades for frost protection. Based on our field
observations and implementation of the above compaction requirements, differential settlement if
encountered will be minimal. Properly reinforced building footings with adequate slab control joints
are recommended to handle slight differential settlements, if they occur.
Construction
Foundation bearing surfaces should be inspected by our Engineering Technician under our
Engineer's review prior to concrete placement to confirm that suitable soils are present at the
bearing elevation. We recommend that bearing surfaces be evaluated by hand auger borings with
Dynamic Cone Penetrometer (DCP) testing equipment prior to concrete placement to determine
whether the foundation bearing soils encountered during construction are similar to those found
during our geotechnical exploration.
DCP testing is a verification tool to be used for an economical bearing grade evaluation during
construction. It will help detect isolated areas of soft residual soils or loosely compacted soils.
Unsuitable soil detected during this evaluation should be repaired as directed by the geotechnical
engineer. Footing bearing grades identified as having soft soils should be undercut and replaced
with properly compacted structural fill soils or crushed aggregate. The depth and width of
undercutting should be recommended by our Engineer.
Bearing surfaces for shallow spread foundations should not be disturbed or left exposed during
inclement weather. Saturation of the on -site soils will cause a loss of strength and increased
compressibility. Excavations for footings in stiff residual soils or newly placed structural fill should
be completed with a smooth bucket backhoe following excavation to reduce disturbance of the
subgrade soils. Confined excavations should conform to applicable OSHA regulations and North
Carolina State Building Codes. Upon their exposure, bearing grades should have excess and
loosened material removed. The final grades should be firm and stable, and free of loose soil, rock,
mud, water, or frost. If construction occurs during inclement weather and concreting of the
foundation is not possible at the time it is excavated, a layer of lean concrete should be
placed on the over -excavated bearing surface subsequent to testing for protection. Also,
Arka Heights Development, Monroe, North Carolina November 14, 2019
CESI Project Number 190512.000 Page 7

concrete should not be placed on frozen subgrades. Also, the presence of groundwater should be
anticipated. See Groundwater section, below.
Seismic Information
In accordance with the International Building Code (IBC) as adapted by North Carolina and Chapter
20, Table 20.3-1 of the American Society of Civil Engineers (ASCE) 7-16 Design Standards, a Site
Class "C" should be assigned to the site for seismic design purposes.
6.4 Slab -On -Grade Recommendations
The building floor slabs may be supported at grade provided the subgrades are prepared as
previously discussed in section 6.1 and 6.2. The slabs should be constructed over at least 4 inches
of compacted aggregate base course. A vapor retarder should be included if moisture -sensitive
floor coverings will be used.
6.5 Pavement Recommendations
Below are the recommendations for asphalt and concrete pavement sections. The recommended
sections are for a properly prepared surface thoroughly proofrolled and approved under the direction
of our Engineer.
Drive Lanes and Parking Stalls - Asphalt Pavement Section
Recommended
Thickness
Recommended
Pavement Section
1.5 inches
Asphalt Surface Course — Type S 9.513 (NCDOT Section 610)
1.5 inches
Asphalt Surface Course — Type S 9.513 (NCDOT Section 610)
8.0 inches
Aggregate Base Course (ABC) — (NCDOT Section 520)
Thoroughly Proofrolled and Approved Soil Subgrade
11 inches
Total Recommended Section
Standard Duty CONCRETE Pavement Section
Recommended
Thickness
Recommended
Pavement Section
6.0 inches
4,000 psi, air -entrained concrete
4.0 inches
Aggregate Base Course (ABC) — (NCDOT Section 520)
Thoroughly Proofrolled and Approved Soil Subgrade
r10 inches
Total Recommended Section
Arka Heights Development, Monroe, North Carolina November 14, 2019
CESI Project Number 190512.000 Page 8

6.6 Excavation
Excavation problems due to WEATHERED ROCK and refusal rock may occur during mass grading
and utility installation. For contractual purposes, CESI recommends that rock be defined as the
following:
General Mass Rock Excavation:
Any material which cannot be excavated with a single -tooth ripper drawn by a crawler tractor having
a draw bar pull rated at not less than 56,000 pounds (Caterpillar D8K or equivalent) or excavated
by a track hoe having a bucket curling force rated at not less than 33,000 pounds (Caterpillar 315C
or equivalent).
Trench Rock Excavation:
Any material which cannot be excavated with a backhoe having a bucket curling force rated at not
less than 33,000 pounds (Caterpillar 315C or equivalent).
If these rock excavation conditions are encountered, CESI should be notified for verification and
quantification. Excavation of encountered general mass and trench rock will then require fracturing
using jack hammering or blasting.
Groundwater Control
Construction complications due to groundwater are not anticipated. However, if groundwater is
encountered, CESI should be contacted to supply engineering recommendations for groundwater
control and release.
Arka Heights Development, Monroe, North Carolina November 14, 2019
CESI Project Number 190512.000 Page 9

FOLLOW-UP SERVICES
Field observations, monitoring, and quality assurance testing during earthwork, foundation
installation and pavement construction are an extension of the geotechnical design. As a result, we
recommend the following:
• Proofroll observations of stripped surface prior to fill placement,
• Verification of undercutting of unsuitable soils and unstable fill soils from within structural
areas,
• Density testing during structural fill soil placement and utility trench backfill,
• Building foundation bearing evaluations,
• Sampling and testing of concrete for building foundations, slabs on grade and pavement
areas,
• Reinforcing and structural steel inspections,
• Structural masonry inspections,
• Proofroll observations within the pavement areas prior to aggregate base course stone,
asphalt and concrete placement.
LIMITATIONS OF REPORT
This report has been prepared for the exclusive use of Arka Heights, LLC and their designers for
specific application to the proposed project described in this report using generally accepted standards
of geotechnical engineering practice in the State of North Carolina. No other warranty is expressed or
implied. This company is not responsible for the conclusions, opinions, or recommendations of others
based on this data, nor do we accept any responsibility for others' job -site safety, which is the sole
responsibility of each contractor.
Our conclusions and recommendations are based on the design information furnished to us, the
assumptions outlined above, and our experience. They do not reflect variations in the subsurface
conditions, which are likely to exist between our test locations in unexplored areas of the site. If
such variations become apparent during construction, it will be necessary for us to re-evaluate our
conclusions and recommendations based upon on -site observation of the conditions.
ACKNOWLEDGMENT
CESI appreciates the opportunity to participate in this phase of the proposed Arka Heights project in
Monroe, North Carolina. Please contact us if you have any questions regarding this report or if we may
be of further service.
Arka Heights Development, Monroe, North Carolina November 14, 2019
CESI Project Number 190512.000 Page 10

No - U1194
46 Spnng street SW
PO Box 268
C--d, N. Carolina, 28026-0268
Phone: (]04)]86-6404
Fax: (704)786-]464
m License C-0263
TEST PIT EXCAVATION LOCATION PLAN
Arka Heights Development
Old Charlotte Highway
Monroe, North Carolina
DATE: 11-14-19
DRAWN BY: JGE
PROJECT #: 190512.000
SCALE: NTS
DRAWING NO.: 1

CESt RECORD OF TEST PIT EXCAVATION
PROJECT: Arka Heights Development EXCAVATOR: CAT 315C
CLIENT: Arka Heights, LLC DATE:
11-4-19
CESI REPRESENTATIVE: Tom Gray CESI JOB NO
190512.000
TEST PIT
NO.
DEPTH
in.
DESCRIPTION
From
To
TP-1
0
8
Plow zone, topsoil, roots
8
60
Tan and gray clayey SILT (ML) with seams of tan and yellow silty CLAY (CL)
60
66
Tan and gray clayey SILT (ML) with WEATHERED ROCK fragments sampled as tan SILT (ML)
66
96
Tan and gray clayey SIL T(ML) with WEATHERED ROCK sampled as brown and tan SILT (ML)
96
124
Olive and tan clayey SILT (ML) with WEATHERED ROCK sampled as olive, brown, and gray SILT
ML and WEATHERED ROCK sampled as black and white slightly clayey SILT ML
Terminated at 124"
TP-2
0
6
Plow zone, topsoil, roots
6
36
Tan, yellow, and gray clayey SILT (ML)
36
60
Tan, yellow, olive and brown clayey SILT (ML) with WEATHERED ROCK sampled as tan, olive, and
gray slightly clayey SILT ML
60
80
WEATHERED ROCK sampled as olive, gray, and brown SILT (ML)
80
93
WEATHERED ROCK sampled as olive and brown clayey SILT (ML)
Terminated at 93"

CESt RECORD OF TEST PIT EXCAVATION
PROJECT: Arka Heights Development EXCAVATOR: CAT 315C
CLIENT: Arka Heights, LLC DATE:
11-4-19
CESI REPRESENTATIVE: Tom Gray CESI JOB NO
190512.000
TEST PIT
NO.
DEPTH
in.
DESCRIPTION
From
To
TP-3
0
8
Plow zone, topsoil, roots
8
34
Yellow and tan clayey SILT (ML) with loose rock fragments
34
68
Tan and gray clayey SILT (ML) with WEATHERED ROCK fragments sampled as tan and gray slightly
clayey SILT ML
68
84
WEATHERED ROCK sampled as olive, brown, and gray SILT (ML)
84
105
WEATHERED ROCK sampled as olive and gray SILT (ML)
Terminated at 105"
TP-4
0
8
Plow zone, topsoil, roots
8
28
Yellow and tan clayey fine sandy SILT (ML)
28
68
Yellow and tan clayey SILT (ML) with WEATHERED ROCK sampled as olive, light brown, and gray
SILT ML
68
102
WEATHERED ROCK sampled as olive, light brown, and gray SILT (ML)
Terminated at 102"

CESt RECORD OF TEST PIT EXCAVATION
PROJECT: Arka Heights Development EXCAVATOR: CAT 315C
CLIENT: Arka Heights, LLC DATE:
11-4-19
CESI REPRESENTATIVE: Tom Gray CESI JOB NO
190512.000
TEST PIT
NO.
DEPTH
in.
DESCRIPTION
From
To
TP-5
0
8.5
Plow zone, topsoil, roots
8.5
32
Yellow and tan clayey SILT (ML) with WEATHERED ROCK fragments sampled as tan and gray SILT
ML
32
48
Yellow and tan clayey SILT (ML) with streaks of gray and tan silty CLAY (CL) and WEATHERED
ROCK sampled as olive and brown SILT (ML)
48
108
WEATHERED ROCK sampled as olive, tan, yellow and brown SILT (ML)
Terminated at 108"
TP-6
0
6
Plow zone, topsoil, roots
6
40
Yellow and tan clayey SILT (ML)
40
60
Yellow and tan clayey SILT (ML) with WEATHERED ROCK sampled as gray, tan, and olive brown
SILT ML
60
111
WEATHERED ROCK sampled as olive brown and gray SILT (ML)
Terminated at 111"
TP-7
0
6
Plow zone, topsoil, roots
6
42
Yellow and tan clayey SILT (ML)
42
72
WEATHERED ROCK sampled as olive, gray, and tan SILT (ML)
72
90
WEATHERED ROCK sampled as olive brown, black and tan SILT (ML)
Terminated at 90"

CESt RECORD OF TEST PIT EXCAVATION
PROJECT: Arka Heights Development EXCAVATOR: CAT 315C
CLIENT: Arka Heights, LLC DATE:
11-4-19
CESI REPRESENTATIVE: Tom Gray CESI JOB NO
190512.000
TEST PIT
NO.
DEPTH
in.
DESCRIPTION
From
To
TP-8
0
8
Plow zone, topsoil, roots
8
42
Yellow and tan clayey SILT (ML)
42
60
WEATHERED ROCK sampled as gray, white, and tan SILT (ML) with small seams of gray silty CLAY
CL
60
84
WEATHERED ROCK sampled as olive brown, tan, gray and white SILT (ML)
84
108
WEATHERED ROCK sampled as olive, brown, and black SILT (ML)
Terminated at 108"
TP-9
0
7
Plow zone, topsoil, roots
7
42
Yellow and tan slightly clayey SILT (ML) with seams of tan and gray silty CLAY (CL)
42
54
WEATHERED ROCK sampled as olive brown, tan, and gray SILT (ML) with seams of gray and white
silty CLAY CL
54
114
WEATHERED ROCK sampled as olive, brown, tan, and gray SILT (ML)
Terminated at 114"

CESt RECORD OF TEST PIT EXCAVATION
PROJECT: Arka Heights Development EXCAVATOR: CAT 315C
CLIENT: Arka Heights, LLC DATE:
11-4-19
CESI REPRESENTATIVE: Tom Gray CESI JOB NO
190512.000
TEST PIT
NO.
DEPTH
in.
DESCRIPTION
From
To
TP-10
0
12
Plow zone, topsoil, roots
12
40
Yellow and tan clayey SILT (ML)
40
60
Yellow and tan clayey SILT (ML) with orangish tan and gray slightly clayey SILT (ML)
60
72
WEATHERED ROCK sampled as orangish tan, olive, brown, and gray SILT (ML)
72
120
WEATHERED ROCK sampled as olive, red, brown, and gray SILT (ML)
Terminated at 120"
TP-11
0
8
Plow zone, topsoil, roots
8
38
Yellow and tan clayey SILT (ML)
38
54
WEATHERED ROCK sampled as olive, brown, and gray SILT (ML) with small streaks of gray and
white silty CLAY CL
54
92
WEATHERED ROCK sampled as olive, brown, gray, and tan SILT (ML)
Terminated at 92" — Rock becomes very hard, but not refusal

CESt RECORD OF TEST PIT EXCAVATION
PROJECT: Arka Heights Development EXCAVATOR: CAT 315C
CLIENT: Arka Heights, LLC DATE:
11-4-19
CESI REPRESENTATIVE: Tom Gray CESI JOB NO
190512.000
TEST PIT
NO.
DEPTH
in.
DESCRIPTION
From
To
TP-12
0
10
Plow zone, topsoil
10
36
Yellow and tan slightly clayey SILT (ML)
36
56
WEATHERED ROCK sampled as gray, olive, tan SILT (ML) with small seams of gray and white silty
CLAY CL
56
114
WEATHERED ROCK sampled as olive, brown, and gray SILT (ML)
Terminated at 114"
TP-13
0
9
Topsoil, leaf litter
9
24
Yellow and tan slightly clayey SILT (ML)
24
44
WEATHERED ROCK sampled as gray, olive, and brown SILT (ML) with small seams gray and white
silty CLAY CL
44
100
WEATHERED ROCK sampled as olive, brown, and gray SILT (ML)
Terminated at 100"— Rock becomes very hard, but not refusal

CESt RECORD OF TEST PIT EXCAVATION
PROJECT: Arka Heights Development EXCAVATOR: CAT 315C
CLIENT: Arka Heights, LLC DATE:
11-4-19 & 11-5-19
CESI REPRESENTATIVE: Tom Gray CESI JOB NO
190512.000
TEST PIT
NO.
DEPTH
in.
DESCRIPTION
From
To
TP-14
0
9
Plow zone, topsoil, roots
9
26
Yellow and tan clayey SILT (ML)
26
39
Yellow and tan slightly clayey SILT (ML) with WEATHERED ROCK fragments sampled as gray, olive,
and light brown SILT ML
39
66
WEATHERED ROCK sampled as olive, brown, and gray SILT (ML) with small seams gray and white
silty CLAY CL
66
110
WEATHERED ROCK sampled as olive, brown, tan and black SILT (ML)
Terminated at 110"
TP-15
0
9
Plow zone, topsoil, roots
9
30
Yellow and tan clayey SILT (ML)
30
48
Yellow and tan clayey SILT (ML) with WEATHERED ROCK fragments sampled as gray, olive, brown
SILT (ML) with small seams gray and white silty CLAY (CL)
48
66
WEATHERED ROCK sampled as olive, brown, reddish brown, gray, and tan SILT (ML)
66
108
WEATHERED ROCK sampled as olive, brown, reddish brown, gray, and tan SILT (ML) with small
seams of gray and white silty CLAY CL
Terminated at 108"

CESt RECORD OF TEST PIT EXCAVATION
PROJECT: Arka Heights Development EXCAVATOR: CAT 315C
CLIENT: Arka Heights, LLC DATE:
11-5-19
CESI REPRESENTATIVE: Tom Gray CESI JOB NO
190512.000
TEST PIT
NO.
DEPTH
in.
DESCRIPTION
From
To
TP-16
0
8
Topsoil, leaf litter, roots
8
36
Reddish brown clayey SILT (ML) with WEATHERED ROCK fragments sampled as reddish brown and
black SILT M L
36
86
WEATHERED ROCK sampled as reddish brown, olive, tan, black, and white SILT (ML)
86
124
WEATHERED ROCK sampled as reddish brown, olive, black, and tan SILT (ML)
Terminated at 124"
TP-17
0
6
Plow zone, topsoil, roots, 1-4" quartz fragments
6
45
Yellow and tan slightly clayey SILT (ML)
45
66
Yellow and tan slightly clayey SILT (ML) with WEATHERED ROCK fragments sampled as gray, olive
brown, and tan SILT ML
66
84
WEATHERED ROCK sampled as olive, brown, gray and tan SILT (ML)
Terminated at 84"

CESt RECORD OF TEST PIT EXCAVATION
PROJECT: Arka Heights Development EXCAVATOR: CAT 315C
CLIENT: Arka Heights, LLC DATE:
11-5-19
CESI REPRESENTATIVE: Tom Gray CESI JOB NO
190512.000
TEST PIT
NO.
DEPTH in.
DESCRIPTION
From
To
TP-18
0
2
Plow zone, topsoil, 1-4" quartz fragments
2
18
Tan slightly clayey SILT (ML) with 2-8" quartz fragments
18
54
WEATHERED ROCK sampled as gray, olive, and brown SILT (ML) with small seams of gray silty
CLAY CL
54
84
WEATHERED ROCK sampled as olive, brown, tan, and gray SILT (ML)
Terminated at 84"— Rock becomes very hard, but not refusal
TP-19
0
6
Plow zone, topsoil, 1-6" quartz fragments
6
36
Yellow and tan slightly clayey SILT (ML)
36
60
WEATHERED ROCK sampled as reddish brown, gray, olive SILT (ML) with nodules of embedded
quartz
60
84
WEATHERED ROCK sampled as gray, olive, reddish brown SILT (ML)
Terminated at 84"— Rock becomes very hard, but not refusal

CESt RECORD OF TEST PIT EXCAVATION
PROJECT: Arka Heights Development EXCAVATOR: CAT 315C
CLIENT: Arka Heights, LLC DATE:
11-5-19
CESI REPRESENTATIVE: Tom Gray CESI JOB NO
190512.000
TEST PIT
NO.
DEPTH
in.
DESCRIPTION
From
To
TP-20
0
7
Topsoil, grass
7
24
Yellow and tan slightly clayey SILT (ML) with WEATHERED ROCK fragments sampled as olive, brown,
and tan SILT ML
24
30
WEATHERED ROCK sampled as olive, brown, tan, and gray SILT (ML) with small seams of gray silty
CLAY (CL)
30
78
WEATHERED ROCK sampled as olive, brown, tan, gray, and reddish -brown SILT (ML)
Terminated at 78"— Rock becomes very hard, but not refusal