SW3230608_Soils/Geotechnical Report_20230925

CES$
Civil — Geotechnical — Surveying
October 22, 2021
Mr. Michael Martin
Land Development Director
Prespro Custom Homes
6220 Hudspeth Road
Harrisburg, North Carolina 28075
Reference: Geotechnical Engineering Test Pit Evaluation
Proposed Stoneglen Subdivision Development
Granite Quarry, Rowan County, North Carolina
CESI Project Number: 210583.000
Mr. Martin,
Concord Engineering &Surveying, Inc. (CESI) has performed a geotechnical engineering test
pit evaluation of the above referenced site in general accordance with your request.
On August 30 and 31, 2021, our field engineer cleared to and observed 20 test pit excavations
within the proposed development area. The test pits were performed to evaluate subsurface
soil conditions to determine the presence of topsoil, suitable and unsuitable soils, shallow
rock, and groundwater.
EXPLORATION AND FINDINGS
The proposed development area is identified as Rowan County Parcel Identification Number
(PIN) 5667-07-79-4486, consisting of approximately 12.77 acres. The parcel is located on the
south side of West Peeler Street in Granite Quarry, Rowan County, North Carolina. The parcel
has no physical address. The confined development area is bound to the north by West Peeler
Street, to the west by undeveloped woodland, to the south and east by residential
developments and undeveloped land. Currently the parcel is partially undeveloped containing
previously installed utilities such as storm and sanitary structures and partially graded
roadway structures installed in previous grading and construction efforts.
The procedures used by CESI for field sampling and testing are in general accordance with
established geotechnical engineering practice. Twenty (20) test pits were excavated using
a Sany SY215C tracked excavator owned and operated by SJ Flowe grading of Midland,
NC at the locations shown on the enclosed "Test Pit Location Plan".
45 Spring Street, SW P.O. Box 268 Concord, N.C. 28026-0268 704-786-5404
www.cesicgs.com N.C. License Number C-0263

Soil strata in each test pit was observed, identified, and recorded by our field engineer.
Presented in Table 1, below, is a summary of the test pit excavation findings.
Table 1: Summary of Test Pit Data
Topsoil, Leaf
Litter and Previously Groundwater Test Pit
Test Pit Organic Placed FILL Depth Depth of ELASTIC SILT Termination
No. Debris Depth (Inches below (MH), or FAT CLAY (CH) Depth
(Inches below (Inches below Existing Existing Ground (Inches below Existing Ground Surface) (Inches below
existing Ground Ground Surface) Surface) Existing Ground Surface)
Surface)
TP-1 0 to 2 2 to 24 Not Encountered Slightly elastic/plastic clayey SILT Terminated at 170
24 and 128
TP-2 0 to 2 2 to 34 Not Encountered Moderately elastic SILT, nodules Terminated at 176
of FAT CLAY 34 and 176
TP-3 0 to 3 3 to 44 Not Encountered Slightly elastic SILT 44 and 80, Terminated at 136
pocket FAT CLAY 44 and 68
Slightly elastic SILT, seams FAT
TP-4 0 to 2 2 to 30 Not Encountered CLAY 30 and 96, moderately Terminated at 160
plastic CLAY 96 to 160
TP-5 0 to 3, small 3 to 120 Not Encountered Slightly elastic SILT, nodules FAT Terminated at 170
pockets 90 to 120 CLAY 120 to 170
TP-6 0 to 2, small 2 to 106 Not Encountered Not Encountered Terminated at 170
pockets 46 to 106
TP-7 0 to 2 2 to 30 Not Encountered Slightly plastic/elastic clayey SILT Terminated at 176
30 to 46 and 116 to 176
Slightly elastic clayey SILT 40 to
TP-8 0 to 2 2 to 40 Not Encountered 100, moderately plastic CLAY Terminated at 160
100 to 160
TP-9 0 to 1 1 to 14 Not Encountered Slightly elastic SILT 85 to 170 Terminated at 170
TP-10 0 to 3 Not Encountered Not Encountered Not Encountered Terminated at 176
TP-11 0 to 1 Not Encountered Not Encountered Moderately elastic SILT 1 to 185 Terminated at 185
TP-12 0 to 2 Not Encountered Not Encountered Slightly elastic SILT 2 to 200 Terminated at 200
TP-13 0 to 1 Not Encountered Not Encountered Slightly elastic SILT 75 to 198 Terminated at 198
TP-14 0 to 1 Not Encountered Not Encountered Slightly elastic SILT 1 to 182 Terminated at 182
TP-15 0 to 2 Not Encountered Not Encountered Slightly elastic SILT 2 to 24 Terminated at 170
TP-16 0 to 2 Not Encountered Not Encountered Not encountered Terminated at 158
TP-17 0 to 3 Not Encountered Not Encountered Not encountered Terminated at 178
TP-18 0 to 3,organic 3 to 37 Not Encountered Not encountered Terminated at 170
staining 3 to 37
TP-19 0 to 3 3 to 43 Not Encountered Large pocket FAT CLAY 56 to Terminated at 172
87, Slightly elastic SILT 87 to 172
TP-20 0 to 2, pockets 28 2 to 108 140 FAT CLAY 28 to 200, moderately Terminated at 200
to 108 plastic clayey SILT 150 to 200
Proposed Stoneglen Subdivision Development-Geotechnical Engineering Evaluation October 22,2021
CESI Project Number 210583.000 Page 2

Test pit locations were created based on site features and preliminary development designs
provided. Test pits were focused on proposed roadways and intersections, proposed
development clusters, and proposed stormwater BMP structures. It was requested for the
investigation area to be extended slightly beyond the anticipated development limits shown
on the preliminary plans provided.
A layer of organic debris, leaf litter and topsoil with roots, 1" to 3" in thickness, was present at
each of the test pit locations. Beneath the surface organics and topsoil, we encountered
previously placed FILL soils at twelve test pit locations, specifically test pit locations TP-1
through TP-9, TP-18, and TP-20 between 14" and 120" below existing ground surface (BGS).
Texturally the previously placed FILL soils consisted of:
• Clayey SILT (ML) with varying amount of fine to medium SAND (SM),
• Fine sandy SILT (ML) with varying amounts of medium to coarse SAND (SM),
• FAT CLAY (CH).
Large amounts of buried FAT CLAY(CH)were encountered at test pit location TP-20 between
28" and 200" BGS. We anticipate these soils were placed here from previous grading
operations. Small amounts of buried OLD TOPSOIL and organic debris was encountered
mixed within the previously placed FILL soils at three test pit locations, specifically test pit
locations TP-5 between 90" and 120" below existing ground surface (BGS), TP-18 between
3" and 37" BGS, and TP-20 between 28" to 108" BGS.
Weathered in place, residual soils were encountered beneath the topsoil and previously
placed FILL soils. Texturally the residual soils consist of:
• Clayey SILT (ML) with varying amounts of fine to coarse SAND (SM),
• SILT (ML) with varying amounts of fine to coarse SAND (SM),
• Slight to moderately elastic SILT (ML) with varying amounts of fine to coarse SAND
(SM),
• Silty CLAY (CL) with varying amounts of fine to coarse SAND (SM),
• Silty slightly to moderately silty CLAY (CL) with varying amounts of fine to medium
SAND (SM),
• Silty fine to coarse SAND (SM),
• FAT CLAY (CH).
Much of the residual soils we encountered had the consistency of slight to moderate plastic
and or elastic soils. Although no ELASTIC SILT (MH) was encountered, the soils we
encountered will exhibit similar characteristics. Large seams and pockets of FAT CLAY (CH)
was encountered at three test pit locations, specifically TP-3 between 44" and 68" BGS, TP-
4 between 30" and 96", and TP-9 between 56" and 87" BGS. Smaller nodules of FAT CLAY
(CH) were encountered within the soil matrix at two test pit locations, specifically test pit
locations TP-2 between 34" and 176" BGS, and TP-20 between 150" and 200" BGS.
Proposed Stoneglen Subdivision Development-Geotechnical Engineering Evaluation October 22,2021
CESI Project Number 210583.000 Page 3

Slight to moderately plastic CLAY (CL) was encountered at four test pit locations, specifically
TP-1, TP-4, TP-7, and TP-8, mixed within the soil matrix between 24" and 176" BGS. We
anticipate the slightly to moderately plastic CLAY (CL) may be suitable for building pad,
roadway, and structural FILL support pending an approved proofroll. Although not a true
plastic material, the characteristics of this soil type will make it extremely moisture sensitive
and prone to expansion and shrinkage when exposed to water and dried, respectively.
Because of this, these soils should be protected when rainfall is expected. These areas should
be thoroughly evaluated during and after grading operations to ensure stability of the soils.
We anticipate the slightly to moderately elastic SILT (ML) soils can be thoroughly mixed with
other suitable on-site or imported soils and used as satisfactory fill material, as long as it can
remain stable under proofroll and compaction efforts.
WEATHERED ROCK and HEAVILY WEATHERED ROCK was encountered in the form of
seams and pockets at ten test pit locations, specifically TP-1, TP-3, TP-4, TP-7, TP-8, TP-9,
TP-15, TP-16, TP-17, and TP-18. Texturally, the WEATHERED ROCK consisted of SILT
(ML), silty fine to coarse SAND (SM), and fine to coarse sandy SILT (ML).
NRCS has listed the site as having the following primary soils series: Enon fine sandy loam
(EnB), Vance sandy loam (VaB), and Sedgefield fine sandy loam (SeB). Based on NRCS
published documents, each of these soil series are known to contain FAT CLAY(CH)between
10"and 27", 10"to 38", and 8"to 40" below existing grade, respectively. None of the soil series
are known to contain ELASTIC SILT (MH). FAT CLAY (CH) was directly encountered six of
the test pit locations. Slightly to moderately plastic CLAY (CL)was encountered at four of the
test pit locations. Although it is not a true plastic clay, it will have similar characteristics of FAT
CLAY (CH) and should not be used for direct structural support. ELASTIC SILT (MH)was not
directly encountered at any of the test pits, however slightly to moderately elastic was
encountered at 15 of the test pit locations. Please note we anticipate the presence of FAT
CLAY (CH) and slight to moderate elastic SILT (ML) soils at other unexplored areas of the
site. FAT CLAY (CH) and slight to moderate elastic SILT (ML) have high shrink swell
potential and is unsuitable for direct footing, slab and pavement support.
Groundwater: Groundwater was observed at one of the test pits, specifically TP-20 at 140"
BGS. Groundwater was observed seeping in on all sides after termination of the test pit.
Rock: Track hoe refusal was not encountered at any of the test pit locations. HEAVILY
WEATHERED ROCK fragments were encountered at 15 test pit locations. Texturally the
HEAVILY WEATHERED ROCK consisted of silty fine to coarse SAND (SM) and SILT (ML)
with varying amounts of fine to medium SAND (SM). We do not anticipate issues due to
the presence of rock during grading and construction operations.
Proposed Stoneglen Subdivision Development-Geotechnical Engineering Evaluation October 22,2021
CESI Project Number 210583.000 Page 4

RECOMMENDATIONS
Before grading all conflicting utilities removed, protected or properly abandoned. Water
wells, if encountered, should be properly abandoned by a certified well driller licensed in
the state of North Carolina. It was noted that there are previously installed storm and
sanitary structures installed on the site from previous construction operations. Many of
these structures appeared to be filled with soil and debris washed in from being left open
and unprotected. Based on these observations, we do not anticipate the structures will be
suitable for use and should be removed or replaced.
Topsoil, root zones, stumps, organics, and any other unsuitable materials should be
stripped beyond the proposed structural and pavement envelopes. In fill sections, the area
should be stripped an additional width to accommodate a minimum 1:1 structural fill slope
plus 5 feet. Because of the variety of the soils encountered during our test pit investigation,
recommendations for individual areas may differ depending on conditions encountered
during grading operations. Regardless, below are our general recommendations for the fill
and cut areas on the site:
Fill Areas — After stripping, areas receiving fill soils to provide support should 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, preferably granular soils or aggregate base course stone. Areas
containing slightly to moderately elastic SILT (ML), and slightly to moderately plastic
CLAY (CL) should be thoroughly evaluated prior to additional fill placement. If
undercutting and replacing with satisfactory fill soils is not feasible, chemical or mechanical
stabilization methods may be implemented under direction of our Engineer.
Recommendations for mechanical or chemical soil stabilization can be provided by CESI if
required during grading operations.
Fill placement should be carefully monitored by our engineer to evaluate compaction and
stability of the placed soil. If on-site soils are to be used in the fill areas, representative
borrow samples should be taken from borrow/cut areas to evaluate the presence of FAT
CLAY (CH), slightly to moderately plastic CLAY (CL), or slight to moderate elastic SILT
(ML).
Cut Areas — Soils determined to be unsuitable at the time of mass grading operations
should be removed and placed in non-structural areas of the site. Once the surface soils
are removed, we anticipate some amount of slightly to moderately elastic SILT(ML), slightly
to moderately plastic CLAY (CL), and/or FAT CLAY (CH) soils within the excavated
material. If encountered, the excavated soil should be evaluated for suitability prior to use
as structural fill. If slightly to moderately elastic SILT (ML) or slightly to moderately plastic
CLAY (CL) is encountered in the cut areas, we anticipate it could be mixed with suitable
on-site or imported granular material and used as structural fill. After reaching final grade
elevation the finished surface should be evaluated by proofrolling to identify areas of
instability.
Proposed Stoneglen Subdivision Development-Geotechnical Engineering Evaluation October 22,2021
CESI Project Number 210583.000 Page 5

Due to the presence of fine-grained soils including slightly to moderately elastic SILT (ML)
and slightly to moderately plastic CLAY (CL) soils on the site, it is imperative that positive
surface drainage be maintained during grading operations to prevent water from ponding
on the surface. The surface should be rolled smooth and sloped away from structural areas
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.
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. We do not recommend
the use of soils of high plasticity, with a PI greater than 25 as structural fill. Earthwork
operations should not begin until representative borrow soil 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, 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.
Compaction Recommendations
❑ One standard Proctor compaction test and one Atterberg limits test for each soil
type used as project fill. Gradation tests may be necessary and 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 to a depth of
1 foot below subgrade, and 100 percent within the upper 1 foot as determined by
the standard Proctor compaction test.
❑ 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.
Sitework construction should be monitored by our Construction Materials Testing Engineer.
Our Construction Materials Testing Engineer's (or technician) duties should include
observation of proofrolling activities, density testing of the soil backfill and density testing of
Proposed Stoneglen Subdivision Development-Geotechnical Engineering Evaluation October 22,2021
CESI Project Number 210583.000 Page 6

the aggregate base course stone. Field observations, monitoring, and quality assurance
testing during earthwork and pavement construction are an extension of this analysis.
Shallow Foundation Construction
During our investigation, no Standard Penetration Resistance testing (SPT)was performed,
however residential building foundations should be sized for a maximum net allowable
bearing pressure not to exceed 2,500 pounds per square foot. The exploration findings
indicate the structures may be supported by shallow spread footings bearing on approved
stiff residual soil, or newly placed structural FILL. All footings should bear at a minimum
depth of 12 inches below exterior grades for frost protection. Excavated foundations failing
to meet bearing requirements can be undercut and replaced with compacted aggregate
base course stone or additional concrete — CESI should make recommendations for
remediation and will vary based on site conditions and weather conditions at the time.
CESI recommends a thorough foundation bearing surface evaluation be performed and the
footing approved prior to concrete placement. 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 toothed 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, concrete should not
be placed on frozen subgrades.
Proposed Stoneglen Subdivision Development-Geotechnical Engineering Evaluation October 22,2021
CESI Project Number 210583.000 Page 7

General Mass Rock Excavation:
Track hoe refusal rock was not encountered in any of the test pits. We do not anticipate
complications due to track hoe refusal rock on the site. For contractual purposes, CESI
recommends that Rock be defined as the following:
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 trackhoe 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 trench rock will then require fracturing using jack hammering or blasting.
FOLLOW-UP SERVICES
Field observations, monitoring, and quality assurance testing during earthwork, foundation
installation and building construction are an extension of the geotechnical design. As a
result, we recommend the following:
• Verification of removal of topsoil, root zones, stumps, organics, FAT CLAY (CH),
and inert debris;
• Proofroll observations of areas to receive fill soils;
• Density testing during fill soil placement within residential pad areas and streets;
• Utility trench backfill (storm, sanitary, and water placed within structural areas);
• Foundation bearing evaluation within excavated footings;
• Proofroll observations within the pavement areas prior to concrete curb, aggregate
base course stone and asphalt placement.
Proposed Stoneglen Subdivision Development-Geotechnical Engineering Evaluation October 22,2021
CESI Project Number 210583.000 Page 8

We appreciate the opportunity to be of service to Prespro and we look forward to helping you
through project completion. If you have any questions, please feel free to call.
Respectfully submitted,
CESI �.\\\\ CA RO
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2 837 to
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Thomas Gray James G. (Jay) Eaves III, PE
Project Engineer Division Manager
ATTACHED:
TEST PIT LOCATION PLAN
TEST PIT LOCATION PLAN(with conceptual overlay)
TEST PIT TERMINATION DEPTH PLAN
TEST PIT TERMINATION DEPTH PLAN(with conceptual overlay)
PREVIOUSLY PLACED FILL DEPTH PLAN
PREVIOUSLY PLACED FILL DEPTH PLAN(with conceptual overlay)
RECORD OF TEST PIT EXCAVATION
Proposed Stoneglen Subdivision Development-Geotechnical Engineering Evaluation October 22,2021
CESI Project Number 210583.000 Page 9

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TP-17 TP-12
TP-19
TP-5 TP-18
TP-6 TP-20
TP-1
Q Test Pit Location
DATE: 9-2-2021
CEST TEST PIT LOCATION PLAN
DRAWN BY: TKG
STONEGLEN SUBDIVISION DEVELOPMENT PROJECT#:210583.000
455PBStreet SW
PO Box 268 Granite Quarry, North Carolina NTS
Concortl,North Carolina,28026-0268 SCALE:
Phone:[phone]
Fax:[phone] DRAWING NO.: 1
www.cesicgs.com License C-0263

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TEST PIT LOCATION PLAN DATE: 9-2-2021
CESW (with Conceptual Overlay) DRAWN BY: TKG
PROJECT#:210583.000
45 Spring Street SW STONEGLEN SUBDIVISION DEVELOPMENT
PO Box 268 NTS
Concord,North Carolina,28026-0268 SCALE:
Phone: [phone] Granite Quarry, North Carolina DRAWING NO.: 2
Fax:.corn]Licens4
www.cesicgs.com License C-0263

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DATE: 9-2-2021
CEST TEST PIT TERMINATION DEPTH PLAN
DRAWN BY: TKG
STONEGLEN SUBDIVISION DEVELOPMENT PROJECT#:210583.000
455PBStreet SW
PO Box 268 Granite Quarry, North Carolina NTS
Concortl,North Carolina,28026-0268 SCALE:
Phone:[phone]
Fax:[phone] DRAWING NO.: 3
www.cesicgs.com License C-0263

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TEST PIT TERMINATION DEPTH PLAN DATE: 9-2-2021
CEST (with Conceptual Overlay) DRAWN BY: TKG
PROJECT#:210583.000
45 Spring Street SW STONEGLEN SUBDIVISION DEVELOPMENT
PO Box 268 NTS
Concord,North Carolina,28026-0268 SCALE:
Phone: [phone] Granite Quarry, North Carolina DRAWING NO.: 4
Fax:.corr,]Licens4
www.cesicgs.com License C-0263

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DATE: 9-2-2021
CESt DRAWN BY: TKG PREVIOUSLY PLACED FILL DEPTH PLAN
STONEGLEN SUBDIVISION DEVELOPMENT PROJECT#:210583.000
45 Spring Street SW
PO Box 268 Granite Quarry, North Carolina
Concortl,North Carolina,28026-0268 SCALE: NTS
Phone:[phone]
Fax:[phone] DRAWING NO.: 5
www.cesicgs.com License C-026]

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PREVIOUSLY PLACED FILL DEPTH PLAN DATE: 9-2-2021
CEST (with Conceptual Overlay) DRAWN BY: TKG
PROJECT#:210583.000
45 Spring Street SW STONEGLEN SUBDIVISION DEVELOPMENT
PO Box 268 NTS
Concord,North Carolina,28026-0268 SCALE:
Phone:[phone] Granite Quarry, North Carolina DRAWING NO.: 5
Fax:[phone]
www.cesicgs.com License C-0263

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: Stoneglen Subdivision EXCAVATOR: Sany SY215C
CLIENT: Prespro DATE: 8/30/21
CESI REPRESENTATIVE: T Gray CESI JOB NO: 210583.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-1 0 2 Grass, leaf litter, rootlets, small tree roots until 18"
2 24 FILL: Reddish-brown slightly clayey SILT (ML) with little fine SAND (SM)
24 64 RESIDUUM: Light brown and black slightly plastic and elastic clayey SILT (ML)
64 128 Moist mottled light gray, brown, and white slightly plastic and elastic clayey SILT (ML)
128 170 Gray, light brown, black, and brown SILT (ML) with little fine to coarse SAND (SM) with seams of
WEATHERED ROCK sampled as the same
Terminated at 170"
TP-2 0 2 Grass, leaf litter, organic debris, topsoil, rootlets
2 34 FILL: Red to reddish-brown slightly clayey SILT (ML) with little fine SAND (SM)
34 88 RESUDUUM: Moist light brown and light gray moderately elastic clayey SILT (ML) with little fine to
medium SAND (SM), fine gravel, and small nodules of gray FAT CLAY (CH)
88 176 Slightly moist to moist gray, white, and light brown moderately elastic clayey fine sandy SILT (ML) with
small pockets of light brown FAT CLAY (CH)
Terminated at 176"
Encountered buried sanitary lateral at 30", full of water

C ES I RECORD OF TEST PIT EXCAVATION
PROJECT: Stoneglen Subdivision EXCAVATOR: Sany SY215C
CLIENT: Prespro DATE: 8/30/21
CESI REPRESENTATIVE: T Gray CESI JOB NO: 210583.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-3 0 3 Leaf litter, organic debris, topsoil, rootlets
3 23 FILL: Light brown slightly clayey SILT (ML)
23 44 FILL: Red to reddi4-brown slightly clayey SILT (ML) with little fine SAND (SM)
44 80 RESIDUUM: Moist li ht brown, gray, and white slightly elastic clayey SILT (ML)with large pocket of
brown and gra Y (CH) between 44" and 68"
80 110 Slightly moist pale light brown, gray, brown, and black SILT (ML) with pockets of
sampled as the same with little fine SAND (SM)
110 136 Brown, ra , and black silty fine to coarse SAND (SM) with fine gravel with large pockets of
sampled as the same
Terminated at 136"
TP-4 0 2 Leaf litter, organic debris, topsoil, rootlets, small tree roots until 18"
2 30 FILL: Reddish-brown and light brown slightly clayey SILT (ML)with little fine to medium SAND (SM)
RESIDUUM: Sli htl moist li ht brown and gray slightly clayey slightly elastic fine sandy SILT (ML)with
30 96 seams of sampled as light brown fine to medium sandy SILT (ML) and
small seams of light brown and gray fine sand silt FAT CLAY CH
96 160 Pale light brown, gray, and white fine ) with little fine gravel
with ockets of dark ra silt
Terminated at 160", performed adjacent to drainage feature
Small mounds of previously stockpiled soils adjacent to test pit location consisted of reddish-brown and
light brown slightly clayey SILT (ML)with little fine to coarse SAND (SM)

C ES I RECORD OF TEST PIT EXCAVATION
PROJECT: Stoneglen Subdivision EXCAVATOR: Sany SY215C
CLIENT: Prespro DATE: 8/30/21
CESI REPRESENTATIVE: T Gray CESI JOB NO: 210583.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-5 0 3 Grass, leaf litter, organic debris, topsoil, rootlets
3 36 FILL: Light brown, white, and yellowish-brown fine sandy SILT (ML)with small nodules of same color
clayey SILT (ML)
36 90 FILL: Reddish-brown to red clayey SILT (ML)
90 120 FILL: Moist brown, gray, and black organic stained slightly clayey SILT (ML) with small pockets of OLD
TOPSOIL and organic fragments
120 170 RESIDUUM: Moist light brown and gra sli htl elastic clayey SILT (ML) with little fine to medium
SAND (SM) and small nodules of gray
Terminated at 170"
TP-6 0 2 Grass, leaf litter, organic debris, topsoil, rootlets
2 46 FILL: Light brown and white slightly clayey SILT (ML)with little fine SAND (SM)
46 106 FILL: Brown slightly clayey fine sandy SILT (ML)with small pockets of OLD TOPSOIL and few small
boulders up to 24"
106 156 RESIDUUM: Mottled red, reddish-brown, black, and light brown silty CLAY (CL)
156 170 Slightly moist light brown, reddish-brown, yellowish-brown, and black silty CLAY (CL) with few small
boulders up to 18"
Terminated at 170"

C ES I RECORD OF TEST PIT EXCAVATION
PROJECT: Stoneglen Subdivision EXCAVATOR: Sany SY215C
CLIENT: Prespro DATE: 8/30/21
CESI REPRESENTATIVE: T Gray CESI JOB NO: 210583.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-7 0 2 Grass, leaf litter, organic debris, topsoil, rootlets
2 30 FILL: Light brown and red slightly clayey SILT (ML) with little fine to medium SAND (SM)
30 46 RESIDUUM: Light brown, white, and gray slightly plastic and elastic clayey SILT (ML)
46 116 Sli htl moist li ht brown and brownish-yellow slightly clayey SILT (ML) with pockets of
sampled as light brown, gray, and black fine sandy SILT (ML)
116 176 Moist mottled light brown, white, and gray slightly plastic and elastic clayey SILT (ML)
Terminated at 176"
TP-8 0 2 Leaf litter, organic debris, topsoil, rootlets, small tree roots until 10"
2 40 FILL: Brownish-yellow slightly clayey fine sandy SILT (ML)
40 100 RESIDUUM: Moist light brown, white, and light gray slightly clayey slightly elastic SILT (ML)
100 160 sampled as light brown, white, and ellowish-brown fine to medium
sandy SILT (ML) with small seams of light gray
Terminated at 160"

C ES I RECORD OF TEST PIT EXCAVATION
PROJECT: Stoneglen Subdivision EXCAVATOR: Sany SY215C
CLIENT: Prespro DATE: 8/30/21
CESI REPRESENTATIVE: T Gray CESI JOB NO: 210583.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-9 0 1 No topsoil, little leaf litter and organic debris
1 14 FILL: Reddish-brown, light brown, and black clayey SILT (ML)
14 36 RESIDUUM: Slightly moist light brown, white, and black slightly clayey SILT (ML) with little fine gravel
36 85 Sli htl moist to moist light brown, brown, and black SILT (ML) with small pockets
sampled as brown and black fine sandy SILT (ML)
85 170 Moist light brown, white, reddish-brown, and black slightly elastic SILT (ML) with little fine to medium
SAND (SM)
Terminated at 170"
Stockpile of 8" DIP and PVC pipes adjacent to test pit location
TP-10 0 3 Leaf litter, organic debris, topsoil, rootlets
3 44 RESIDUUM: Mottled red, reddish-brown, and light brown slightly clayey fine sandy SILT (ML)
44 80 Yellow, light brown, and red slightly clayey fine sandy SILT (ML)
80 112 Slightly moist to moist yellowish-brown, light brown, white, and red clayey SILT (ML) with little fine
SAND (SM) and small pockets of white and light gray silty CLAY (CL)
112 176 Moist red, yellowish-brown, and light brown clayey SILT (ML)
Terminated at 176"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: Stoneglen Subdivision EXCAVATOR: Sany SY215C
CLIENT: Prespro DATE: 8/30/21
CESI REPRESENTATIVE: T Gray CESI JOB NO: 210583.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-11 0 1 No topsoil, little leaf litter and organic debris
1 72 RESIDUUM: Moist red, yellow, and black slightly elastic clayey SILT (ML) with little fine to medium
SAND (SM)
72 185 Moist mottled red, weak red, yellow, black, and white slight to moderately elastic SILT (ML)
Terminated at 185"
Mounds of previously stockpiled soils adjacent to test pit location contain red to reddish-brown clayey
SILT (ML) with little fine SAND (SM) and fine gravel
TP-12 0 2 Grass, leaf litter, topsoil, rootlets
2 90 RESIDUUM: Moist red and yellow slightly clayey slightly elastic SILT (ML)
90 200 Moist to damp mottled red, yellow, light brown, weak red, black, and white slightly elastic SILT (ML)
Terminated at 200"
TP-13 0 1 Little grass, little topsoil, and organic debris
1 26 RESIDUUM: Brownish-yellow and red slightly clayey fine sandy SILT (ML)
26 75 Red, light brown, yellowish-brown slightly clayey fine sandy SILT (ML)
75 198 Moist to damp red, yellowish-brown, black, and white slightly elastic SILT (ML)
Terminated at 198"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: Stoneglen Subdivision EXCAVATOR: Sany SY215C
CLIENT: Prespro DATE: 8/30/21
CESI REPRESENTATIVE: T Gray CESI JOB NO: 210583.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-14 0 1 Little grass, topsoil, and organic debris
1 96 REDIUUM: Slightly moist light brown, yellowish-brown, and black slightly elastic SILT (ML) with little
fine SAND (SM)
96 182 Slightly moist reddish-brown, black, and light brown slightly elastic SILT (ML)
Terminated at 182"
Performed near stockpile of 30" concrete storm pipes
TP-15 0 2 Grass, leaf litter, organic debris, topsoil
2 24 RESIDUUM: Slightly moist reddish-brown, light brown, and yellowish-red slightly elastic SILT (ML)
24 170 Olive-gray, light brown, black, and brown SILT (ML) with little fine to medium SAND (SM) and pockets
of HEAVILY WEATHERED ROCK sampled as the same
Terminated at 170"
TP-16 0 2 Grass, leaf litter, organic debris, topsoil, rootlets
2 50 RESIDUUM: Light brown and white SILT (ML) with little fine to coarse SAND (SM) and pockets of
LLEAVILY WEATHERED ROCK sampled as light brown and black SILT (ML)
50 158 WAVILY WEATHERED ROCKKsampled as light brown, gray, black, and brown fine sandy SILT (ML)
Terminated at 158"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: Stoneglen Subdivision EXCAVATOR: Sany SY215C
CLIENT: Prespro DATE: 8/31/21
CESI REPRESENTATIVE: T Gray CESI JOB NO: 210583.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-17 0 3 Grass, leaf litter, organic debris, topsoil, rootlets
3 80 RESIDUUM: Li ht brown and white fine to coarse sandy SILT (ML)with pockets of AVIL?
sampled as the same
80 178 Light brown, yellowish-brown, and white SILT (ML) with little fine to medium SAND (SM) and fine
gravel
Terminated at 178"
TP-18 0 3 Leaf litter, organic debris, topsoil, rootlets
3 37 FILL: Light brown, grayish-brown, and gray fine sandy SILT (ML) with small seams of organic staining
and organ ci sme I
37 86 RESIDUUM: Light brown, yellowish-brown, and gray slightly clayey fine sandy SILT (ML)
86 170 Light brown, brown, and black fine to coarse sandy SILT (ML), transitioning to hEAVILY W
.CK around 100" sampled as the same
Terminated at 170"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: Stoneglen Subdivision EXCAVATOR: Sany SY215C
CLIENT: Prespro DATE: 8/31/21
CESI REPRESENTATIVE: T Gray CESI JOB NO: 210583.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-19 0 3 Leaf litter, organic debris, topsoil, rootlets
3 43 FILL: Red, light brown, and yellowish-brown clayey SILT (ML)with little fine SAND (SM)
43 87 RESIDUUM: Pale brown, gray, and black fine sandy SILT (ML with little medium to coarse SAND
(SM), large pocket of pale brown and gray silty ET elli
87 172 Slightly moist pale brown, gray, and black fine to medium sandy slightly elastic SILT (ML)
Terminated at 172"
TP-20 0 2 Grass, leaf litter, organic debris, topsoil, rootlets
2 28 FILL: yellowish-red, light brown, and red clayey SILT (ML)
28 108 FILL: Moist brown, gray, and light brown billy FAT CLIMMwith pockets of OLD TOPSOIL with
organic smell and organic fragments
108 150 RESIDUUM: Light brown, bluish-gray, and yellowish-brown silty
150 200 Damp to moist red, light brown, and yellow moderately plastic clayey SILT (ML) with pockets of wet
gray IAT CLAY (CH)
Terminated at 200", water seeping in on all sides 140" and below