SW3230605_Soils/Geotechnical Report_20231011

CES$
Civil — Geotechnical — Surveying
March 4, 2022
Mr. Matt McPherson
Land Acquisition Manager
Smith Douglas Homes
PO Box 311
Midland, North Carolina 28107
Reference: Geotechnical Engineering Test Pit Evaluation
Proposed 8624 Old Waxhaw Monroe Road Development
Waxhaw, North Carolina
CESI Project Number: 220095.000
Mr. McPherson,
Concord Engineering &Surveying, Inc. (CESI) has performed a geotechnical engineering test
pit evaluation of the above referenced site in general accordance with our proposal number
220100.P00 dated February 3, 2022.
Between February 16, 2022, and February 21, 2022, a CESI field engineer cleared to and
observed 47 test pit excavations within the proposed development area located on the east
side of Old Waxhaw Monroe Road in Waxhaw, North Carolina. The test pits were performed
to evaluate subsurface soil conditions and to determine the presence of topsoil, suitable and
unsuitable soils, shallow rock, and groundwater.
EXPLORATION AND FINDINGS
The proposed development area will consist of three parcels identified as Union County Parcel
Identification Numbers (PIN) 05087010 (12.92 acres, address - 8624 Old Waxhaw Monroe
Road), 05087009E (46.19 acres, no address), and 05087011A (2.45 acres, no address).
Currently the parcels include partially developed, undeveloped and wooded areas.
The procedures used by CESI for field sampling and testing are in general accordance with
established geotechnical engineering practice. 47 test pits were excavated using a
Komatsu PC220 tracked excavator owned and operated by SJ Flowe Grading at the
locations shown on the enclosed "Test Pit Location Plan". Test pit locations were created
based on site features and preliminary development plans.
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
Depth to
Topsoil, Leaf Weathered/ Test Pit
Litter and Heavily Depth to Termination/
Test Organic Debris Weathered Groundwater Refusal Depth
Pit No. Rock
(Inches below Existing
(Inches below Existing Ground Surface) (Inches below Existing
Ground Surface) (Inches below Ground Surface)
Existing Ground
Surface)
TP-1 7" 99"to 150" Not Encountered Terminated at 150"
TP-2 6" 93"to 153" Not Encountered Terminated at 153"
TP-3 6" Not Encountered Not Encountered Terminated at 144"
TP-4 5" Not Encountered Not Encountered Terminated at 162"
TP-5 6" Not Encountered Not Encountered Terminated at 169"
TP-6 6" Not Encountered Not Encountered Terminated at 175"
TP-7 6" Not Encountered Not Encountered Terminated at 155"
TP-8 5" 99"to 149" Not Encountered Terminated at 149"
TP-9 4" 78"to 132" Not Encountered Refusal at 132"
TP-10 4" 128"to 160" Not Encountered Terminated at 160"
TP-11 6" 60"to 72" Not Encountered Refusal at 72"
TP-12 6" Not Encountered Not Encountered Terminated at 100"
TP-13 6" Not Encountered Not Encountered Terminated at 145"
TP-14 6" Not Encountered Not Encountered Terminated at 167"
TP-15 6" 80"to 91" Not Encountered Terminated at 91"
TP-16 6" 91"to 145" Not Encountered Terminated at 145"
TP-17 6" 65"to 91" Not Encountered Refusal at 91"
TP-18 5" 68"-84" Not Encountered Refusal at 84"
TP-19 6" 89"to 104" Not Encountered Refusal at 104"
TP-20 7" 67"to 89" Not Encountered Refusal at 89"
TP-21 6" 53"to 63" Not Encountered Refusal at 63"
TP-22 6" 52"to 128" Not Encountered Terminated at 128"
8624 Old Waxhaw Monroe Road-Geotechnical Engineering Evaluation March 4,2022
CESI Project Number 220095.000 Page 2

TP-23 5" 52"to 108" Not Encountered Refusal at 108"
TP-24 6" Not Encountered Not Encountered Terminated at 176"
TP-25 6" 150"to 170" Not Encountered Terminated at 170"
TP-26 6" 90"to 150" Not Encountered Refusal at 150"
TP-27 8" Not Encountered Not Encountered Terminated at 122"
TP-28 8" Not Encountered Not Encountered Terminated at 114"
TP-29 5" Not Encountered Not Encountered Terminated at 160"
TP-30 6" Not Encountered Not Encountered Terminated at 148"
TP-31 8" Not Encountered Not Encountered Terminated at 180"
TP-32 8" Not Encountered Not Encountered Terminated at 156"
TP-33 7" Not Encountered Not Encountered Terminated at 160"
TP-34 6" Not Encountered Not Encountered Terminated at 170"
TP-35 8" Not Encountered Not Encountered Terminated at 148"
TP-36 6" Not Encountered Not Encountered Terminated at 120"
TP-37 12" Not Encountered Not Encountered Terminated at 144"
TP-38 6" Not Encountered Not Encountered Terminated at 120"
TP-39 18" Not Encountered Not Encountered Terminated at 144"
TP-40 1" Not Encountered Not Encountered Terminated at 132"
TP-41 12" Not Encountered Not Encountered Terminated at 144"
TP-42 12" Not Encountered Not Encountered Terminated at 144"
TP-43 12" Not Encountered Not Encountered Terminated at 144"
TP-44 6" Not Encountered Not Encountered Terminated at 144"
TP-45 8" Not Encountered Not Encountered Terminated at 144"
TP-46 2" Not Encountered Not Encountered Terminated at 144"
TP-47 1" Not Encountered Not Encountered Terminated at 144"
A layer of organic debris, leaf litter, and topsoil with roots measuring 4"to 18" in thickness was
present at the surface of test pit locations. These organic laden soils are not suitable for
structural fill or structure support and should be stripped and stockpiled for later use in non-
structural areas.
Beneath the surface organic layer, we encountered weathered in place, residual soils
consisting of:
8624 Old Waxhaw Monroe Road-Geotechnical Engineering Evaluation March 4,2022
CESI Project Number 220095.000 Page 3

• Slightly clayey to clayey SILT (ML) with varying amounts of fine to coarse SAND
(SM)
• SILT (ML) with varying amounts of fine to coarse SAND (SM), varying amounts of
fine to coarse GRAVEL, varying amounts of COBBLES, and varying amounts of
WEATHERED/ HEAVILY WEATHERED ROCK
• CLAY (CL) with varying amounts of SILT (ML), fine to coarse SAND (SM), and
varying amount of fine to coarse GRAVEL
• WEATHERED ROCK/ HEAVILY WEATHERED ROCK
NRCS has listed the site as having the following primary soils series: Cecil gravelly sandy clay
loam (CeB2, CeC2). Based on NRCS published documents, the Cecil gravelly sandy clay
loam soil series are known to contain ELASTIC SILT (MH) between 6" and 40", below the
existing ground surface (BGS). However, no ELASTIC SILT (MH) was directly encountered
at any of the test pit locations. Please note the presence of ELASTIC SILT (MH) soils may be
encountered at other unexplored areas of the site. ELASTIC SILT(MH) has a high shrink
swell potential and is unsuitable for direct footing, slab, and pavement support.
Alluvium: Washed in soils, called alluvial soils, were not encountered at any of the test pit
locations. We do not anticipate issues due to presence of alluvium during grading and
construction operations.
Groundwater: Groundwater was not encountered at any of the test pit locations; however,
groundwater may be encountered in areas adjacent to the pond on the center of the site.
Weathered Rock: WEATHERED ROCK/HEAVILY WEATHERED ROCK were
encountered at 17 test pit locations. Please refer to the attached Record of Test Pit
Excavations for further information on the depths weathered/heavily weathered rocks were
encountered. Also, track hoe refusal rock was encountered at 9 the test pit locations. We
do anticipate issues due to the presence of rock during grading and construction
operations.
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.
Topsoil, root zones, stumps, organics, household debris 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. It was noted that organic stained soils were encountered beneath the
surface organics at few test pit locations (TP-30 & TP-35). We anticipate any organic
stained soils remaining after stripping operations can be satisfactorily mixed with on-site or
imported soils and be used as structural fill. Organic stained soils remaining at areas to
receive fill placement or are at subgrade elevation should be closely monitored or removed.
Because of the variety of the soils encountered during our test pit investigation,
recommendations for individual areas may differ depending on conditions encountered
8624 Old Waxhaw Monroe Road-Geotechnical Engineering Evaluation March 4,2022
CESI Project Number 220095.000 Page 4

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 ELASTIC SILT (MH) discovered during grading operations should be
thoroughly evaluated prior to structural 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.
Areas where alluvial soils were encountered should be closely evaluated by proofrolling
and test pitting under the direction of our engineer. If fill is required in these areas, and
CESI approves the subgrade for structural fill placement, the finished building pad should
remain undisturbed for minimum of 30 days after mass grading is completed to allow the
underlying alluvial soils to further consolidate. After consolidating, the structural areas
should be re-evaluated by our engineer prior to residential construction.
Cut Areas — Once the surface soils are removed we anticipate the underlying soils will be
sufficient to be used as structural fill for residential and roadway support. The excavated
soils should be evaluated for the presence of household debris and ELASTIC SILT (MH).
If slightly plastic CLAY (CL) is encountered in the cut areas, we anticipate it could be mixed
with suitable on-site 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.
Due to the presence of fine-grained 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).
8624 Old Waxhaw Monroe Road-Geotechnical Engineering Evaluation March 4,2022
CESI Project Number 220095.000 Page 5

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
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
Although no Standard Penetration Resistance Testing (SPT) was performed during our
investigation, we anticipate the onsite soils are satisfactory for a foundation bearing
pressure of 2,500 pounds per square foot. Thus, 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.
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
8624 Old Waxhaw Monroe Road-Geotechnical Engineering Evaluation March 4,2022
CESI Project Number 220095.000 Page 6

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.
General Mass Rock Excavation:
Track hoe refusal rock was encountered at nine test pit locations. Based on our findings,
complications due to track hoe refusal rock should be anticipated on the eastern portion of
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.
8624 Old Waxhaw Monroe Road-Geotechnical Engineering Evaluation March 4,2022
CESI Project Number 220095.000 Page 7

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 and household
debris;
• Proofroll observations of areas to receive structural fill;
• 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.
We appreciate the opportunity to be of service to Smith Douglas Homes in this phase of the
8624 Old Waxhaw Monroe Road development in Waxhaw, North Carolina. We look forward
to helping you through project completion. If you have any questions, please feel free to call.
Respectfully submitted,
CESI $' tIs
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Janak Janak Thani James G. (Jay) Eaves III, PE
Project Engineer Division Manager
ATTACHED:
TEST PIT LOCATION PLAN(with conceptual overlay)
TEST PIT TERMINATION/REFUSAL DEPTH PLAN(with conceptual overlay)
RECORD OF TEST PIT EXCAVATION
8624 Old Waxhaw Monroe Road-Geotechnical Engineering Evaluation March 4,2022
CESI Project Number 220095.000 Page 8

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Test Pit Location
DATE: 3-2-2022
CEST TEST PIT LOCATION PLAN
DRAWN BY: JE/JT
8624 Old Waxhaw Monroe Road PROJECT#:220095.000
45 Spring Street SW
P Box268 Waxhaw, North Carolina SCALE NTS
Concortl,Northh Carolina,28026-0268 :
Phone:[phone]
Fax [phone] DRAWING NO 1
www.cesicgs.corn License C-0263

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176" Test Pit Termination Depth
1 31 Test Pit Track Hoe Refusal Depth
DATE: 3-2-2022
CESt TEST PIT TERMINATION / TRACK HOE REFUSAL DEPTH DRAWN BY: JE/JT
8624 Old Waxhaw Monroe Road PROJECT#:220095.000
45 Spring Street SW
PO Box 268 Waxhaw, North Carolina SCALE: NTS
Concord,North Carolina,28026-0268
Phone:[phone]
DRAWING NO.: 2
Fax:[phone]
www cosmos com License C-0263

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/16/2022
CESI REPRESENTATIVE: J Thani CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-1 0 7 Leaf litter, organic debris, rootlets, and topsoil
7 30 Moist to wet reddish brown silty CLAY (CL)
30 60 Damp to moist yellow slightly plastic SILT (ML)with occasional COBBLES up to 8"
60 72 Moist yellow and light grayish brown slightly plastic SILT (ML) with little fine to coarse GRAVEL little
COBBLES up to 8"
72 99 Moist yellow and light grayish brown fine to coarse sandy SILT (ML) some fine to coarse GRAVEL little
COBBLES up to 5"
Moist light grayish brown, yellow, light brownish gray, and black fine to coarse sandy SILT (ML) with
99 150 very soft to soft HEAVILY WEATHERED ROCK sampled as same color fine to coarse sandy SILT (ML)
with little fine to coarse GRAVEL, and some COBBLES sized up to 8"
Terminated at 150"
TP-2 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 29 Moist light grayish brown and yellow clayey SILT (ML) with trace fine SAND (SM)
29 93 Damp to moist light grayish brown and yellow fine to coarse sandy SILT (ML) little to some COBBLES
up to 6"
Moist light brownish gray and yellow fine to coarse sandy SILT (ML) with pockets of HEAVILY
93 153 WEATHERED ROCK sampled as same color fine to coarse sandy SILT (ML) with fine to coarse
GRAVEL, and trace COBBLES up to 8"
Terminated at 153"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/16/2022
CESI REPRESENTATIVE: J Thani CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-3 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 29 Moist reddish brown silty CLAY (CL)with trace fine to coarse GRAVEL
29 97 Moist reddish brown and light brownish gray clayey SILT (ML)
97 144 Moist reddish brown, light brownish gray, and yellowish red clayey SILT (ML)
Terminated at 144"
TP-4 0 5 Leaf litter, organic debris, rootlets, and topsoil
5 32 Moist reddish brown clayey SILT (ML)
32 133 Moist reddish brown and light brownish gray slightly clayey SILT (ML)
133 162 Moist reddish brown, light grayish brown, light brownish gray, yellow, and black fine to coarse sandy
SILT (ML) with trace fine GRAVEL
Terminated at 162"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/16/2022
CESI REPRESENTATIVE: J Thani CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-5 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 35 Moist to wet yellow and light brown slightly plastic CLAY (CL)
35 135 Moist light grayish brown and yellow very fine sandy SILT (ML)
135 169 Moist light grayish brown, yellow, and light brownish gray fine to medium sandy SILT (ML)
Terminated at 169"
TP-6 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 42 Moist reddish brown clayey SILT (ML) with occasional COBBLES up to 4"
42 86 Moist reddish brown, yellow, and white slightly plastic clayey SILT (ML)
86 155 Moist light grayish brown very fine sandy SILT (ML)
155 175 Moist light grayish brown, light grayish brown and black SILT (ML) with trace fine SAND (SM)
Terminated at 175"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/16/2022
CESI REPRESENTATIVE: J Thani CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-7 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 28 Moist reddish brown silty CLAY (CL)
28 77 Moist reddish brown, yellow, and light grayish brown clayey very fine sandy SILT (ML)
77 91 Moist light brownish gray and yellow very fine sandy SILT (ML)
91 155 Moist light brownish gray, yellow, and black fine to coarse sandy SILT (ML) trace fine GRAVEL
Terminated at 155"
TP-8 0 5 Leaf litter, organic debris, rootlets, and topsoil
5 39 Moist to wet yellow, light brown, and reddish brown slightly silty CLAY (CL)
39 99 Moist light brownish gray, light grayish brown, and yellow very fine sandy SILT (ML)
99 149 Moist light brownish gray and black fine to coarse sandy SILT with pockets of HEAVILY WEATHERED
ROCK sampled as same color fine to coarse sandy SILT little to some COBBLES sized up to 4"
Terminated at 149"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/16/2022
CESI REPRESENTATIVE: J Thani CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-9 0 4 Leaf litter, organic debris, rootlets, and topsoil
4 24 Moist reddish brown silty CLAY (CL)
24 47 Moist yellowish red and yellow clayey SILT (ML)
48 78 Moist light grayish brown and yellow fine to medium sandy SILT (ML) with trace fine GRAVEL
Moist light brownish gray, white, and black fine to coarse sandy SILT (ML) with pockets of HEAVILY
78 132 WEATHERED ROCK sampled as same color fine to coarse sandy SILT (ML) with little fine to coarse
GRAVEL and little to some COBBLES sized up to 8"
Refusal at 132"
TP-10 0 4 Leaf litter, organic debris, rootlets, and topsoil
4 16 Moist dark brown silty CLAY (CL)
16 46 Moist light grayish brown and yellow fine to medium sandy SILT (ML)
46 128 Moist light brownish gray, black, and yellow fine to coarse sandy SILT (ML) with little fine GRAVEL
Moist light brownish gray and black fine to coarse sandy SILT (ML) with pockets of WEATHERED
128 160 ROCK sampled as same color fine to coarse sandy SILT (ML) with little fine to coarse GRAVEL and
trace COBBLES up to 4"
Terminated at 160"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/17/2022
CESI REPRESENTATIVE: J Thani CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-11 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 25 Moist to wet light brownish gray fine to medium sandy slightly clayey SILT (ML)
25 60 Moist brown and light brown silty CLAY (CL) with occasional COBBLES up to 4"
Moist light brownish gray and brown fine to coarse sandy SILT (ML) with pockets of WEATHERED
60 72 ROCK sampled as same color fine to coarse sandy SILT (ML) with little fine to coarse GRAVEL little
COBBLES up to 9"
Refusal at 72"
TP-12 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 30 Moist to wet light brownish gray fine to medium slightly clayey sandy SILT (ML)
30 64 Moist brown and light brown fine to coarse sandy SILT (ML)with little fine to coarse GRAVEL and little
COBBLES up to 10"
64 100 Moist light grayish brown, brown, and light brownish gray fine to coarse sandy SILT (ML) little fine to
coarse GRAVEL and little COBBLES up to 8"
Terminated at 100"

C ES I RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/17/2022
CESI REPRESENTATIVE: J Thani CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-13 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 29 Moist to wet light brownish gray and brown clayey very fine sandy SILT (ML)
29 42 Moist light brownish gray and brown clayey SILT (ML)
42 129 Moist light brownish gray fine to medium sandy SILT (ML)
145 145 Moist light brownish gray fine to coarse sandy SILT (ML) with trace fine GRAVEL
Terminated at 145"
TP-14 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 35 Moist to wet light brownish gray and light grayish brown clayey fine to coarse sandy SILT (ML)
35 144 Moist to wet light brownish gray, yellow, and black slightly silty slightly plastic CLAY (CL) with trace fine
SAND (SM) occasional COBBLES up to 4"
144 167 Moist light grayish brown and yellow fine to medium sandy SILT (ML) with trace coarse SAND (SM)
Terminated at 167"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/17/2022
CESI REPRESENTATIVE: J Thani CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-15 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 19 Moist to wet reddish brown silty CLAY (CL)
Moist light grayish brown fine to coarse sandy SILT (ML) with HEAVILY WEATHERED ROCK sampled
19 80 as same color fine to coarse sandy SILT (ML) with little fine to coarse GRAVEL and little COBBLES
sized up to 6"
80 91 Moist light grayish brown, light brownish gray, and black silty SAND (SM) with HEAVILY WEATHERED
ROCK sampled as same color silty fine to coarse SAND (SM) with little COBBLES sized up to 8"
Terminated at 91"
TP-16 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 42 Moist reddish brown very fine sandy SILT (ML)
42 91 Moist light brownish gray fine to coarse sandy SILT (ML) with little to trace fine GRAVEL
Moist light brownish gray and black fine to coarse sandy SILT (ML) with HEAVILY WEATHERED
91 145 ROCK sampled as same color sandy SILT (ML) with little fine to coarse GRAVEL and little to some
COBBLES up to 8"
Terminated at 145"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/17/2022
CESI REPRESENTATIVE: J Thani CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-17 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 32 Moist to wet reddish brown silty CLAY (CL)
32 49 Moist to wet light brownish gray and reddish-brown silty CLAY (CL)
49 65 Moist light grayish brown very fine sandy SILT (ML) with little fine GRAVEL
65 91 Moist light brownish gray and black very fine silty SAND (SM)with HEAVILY WEATHERED ROCK
sampled as same color silty SAND (SM) with little fine to coarse GRAVEL and little COBBLES up to 8"
Refusal at 91"
TP-18 0 5 Leaf litter, organic debris, rootlets, and topsoil
5 24 Moist reddish brown silty CLAY (CL)
24 42 Moist yellowish red and light brown very fine sandy SILT (ML)
42 68 Moist light brownish gray and light grayish brown very fine sandy SILT (ML)
Moist light brownish gray fine to coarse sandy SILT (ML) with HEAVILY WEATHERED ROCK sampled
68 84 as same color sandy SILT (ML) with some COBBLES up to 10", trace fine to coarse GRAVEL, and
trace BOULDERs sized up to 15"
Refusal at 84"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/17/2022
CESI REPRESENTATIVE: J Thani CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-19 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 29 Moist reddish brown silty CLAY (CL)
29 62 Moist yellowish red, reddish brown slightly clayey SILT (ML)
62 89 Moist light grayish brown and yellow SILT (ML) with trace very fine SAND (SM)
89 104 Moist light brownish gray, brown, and black sandy SILT with small pockets of HEAVILY WEATHERED
ROCK sampled as same color sandy SILT (SM) with little to some COBBLES up to 10"
Refusal at 104"
TP-20 0 7 Leaf litter, organic debris, rootlets, and topsoil
7 38 Moist light brownish gray and light brown clayey SILT (ML)
38 67 Moist light brownish gray fine to medium sandy SILT (ML) with occasional COBBLES up to 4"
Moist light brownish gray, yellow, black, and brown fine to coarse sandy SILT (ML) with HEAVILY
67 89 WEATHERED ROCK sampled as same color sandy SILT (ML) with little fine to coarse GRAVEL, and
little to some COBBLES up to 10"
Refusal at 89"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/17/2022
CESI REPRESENTATIVE: J Thani/T Gray CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-21 0 6 Leaf litter, organic debris, rootlets, and topsoil
6 24 Moist to wet light brownish gray silty slightly plastic CLAY (CL)
24 53 Moist light brownish gray very fine sandy SILT (ML) with occasional COBBLES up to 3"
53 63 Moist light brownish gray fine to medium sandy SILT (ML) with HEAVILY WEATHERED ROCK
sampled as same color sandy SILT (ML) with little fine to coarse GRAVEL and little COBBLES up to 8"
Refusal at 63"
TP-22 0 6 Leaf litter, organic debris, topsoil, rootlets
6 26 Moist yellow and light brown clayey SILT (ML)
26 52 Light brown and white SILT (ML) with little fine SAND (SM)
52 128 HEAVILY WEATHERED ROCK sampled as light brown, white, black, and gray SILT (ML) with little fine
to medium SAND (SM)
Terminated at 128"
TP-23 0 5 Leaf litter, organic debris, topsoil, rootlets
5 52 Moist to damp yellowish brown and light brown clayey SILT (ML) with little fine GRAVEL
52 108 WEATHERED ROCK sampled as light brown, gray, white, and olive SILT (ML)
Refusal at 108"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/18/2022
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-24 0 6 Leaf litter, organic debris, topsoil, rootlets
6 85 Moist red to reddish yellow silty CLAY (CL)
85 107 Moist brownish yellow and light brown slightly clayey SILT (ML)
107 176 Light brown and white SILT (ML) with little fine SAND (SM)
Terminated at 176"
TP-25 0 6 Leaf litter, organic debris, topsoil, rootlets
6 114 Moist to damp light brown and light gray slightly clayey slightly elastic SILT (ML), with large seams of
HEAVILY WEATHERED ROCK sampled as gray and olive fine sandy SILT (ML)
114 150 Light brown, white, and light yellow SILT (ML)with large seam of HEAVILY WEATHERED ROCK
sampled as gray and olive fine sandy SILT (ML) and few COBBLES up to 12"
150 170 HEAVILY WEATHERED ROCK sampled as light gray, light brown, and olive SILT (ML)
Terminated at 170"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/18/2022
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-26 0 6 Leaf litter, organic debris, topsoil, rootlets
6 55 Moist reddish yellow and red silty CLAY (CL) with little coarse GRAVEL
55 75 Light brown and yellow clayey SILT (ML)
75 90 Light brown, light gray, white, and olive SILT (ML) with pockets of HEAVILY WEATHERED ROCK
sampled as the same
90 150 HEAVILY WEATHERED ROCK sampled as light brown, reddish yellow, gray, black, and white SILT
(ML)
Refusal at 150" on fractured PARTIALLY WEATHERED ROCK
TP-27 0 8 Leaf litter, organic debris, topsoil, rootlets
8 26 Moist to damp light brown and gray silty CLAY (CL)
26 58 Light brown, yellow, and gray clayey SILT (ML) with fine to coarse GRAVEL and few COBBLES up to
8"
58 122 Light brown, yellow, and gray fine sandy SILT (ML) with little fine to coarse GRAVEL and few
COBBLES up to 4"
Terminated at 122"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/18/2022
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-28 0 8 Leaf litter, organic debris, topsoil, rootlets
8 48 Moist yellow, light brown, and light gray clayey SILT (ML)
48 60 Moist gray and light brown silty CLAY (CL) with fine to coarse GRAVEL and few COBBLES up t 4"
60 114 Light brown, white, and light gray SILT (ML) with little fine SAND (SM)
Terminated at 114"
TP-29 0 5 Grass, topsoil, rootlets
5 58 Moist red clayey SILT (ML) with pockets of yellow clayey SILT (ML)
58 160 Reddish brown, weak red, yellow, and red SILT (ML)
Terminated at 160"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/18/2022
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-30 0 6 Leaf litter, organic debris, topsoil, bricks, concrete fragments
6 36 Damp brown and gray slightly clayey slightly elastic SILT (ML) with organic staining
36 80 Moist to damp yellow and light brown slightly clayey SILT (ML)
80 104 Brown, yellowish brown, black, and gray clayey SILT (ML) with fine to coarse GRAVEL
104 148 Damp to wet brown, gray, yellowish brown, and black SILT (ML)
Terminated at 148"
TP-31 0 8 Leaf litter, organic debris, topsoil, rootlets
8 60 Moist yellowish red clayey SILT (ML), becoming less clayey after 30"
60 180 Yellowish red, weak red, yellow, and light brown SILT (ML)
Terminated at 180"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/18/2022
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-32 0 8 Leaf litter, organic debris, topsoil, rootlets
8 75 Moist yellowish red and light brown clayey SILT (ML)
75 123 Moist yellow, light brown, and gray clayey SILT (ML) with large pockets of light gray and light brown
clayey SILT (ML)
123 156 Moist light brown, brown, and light gray SILT (ML)
Terminated at 156"
TP-33 0 7 Leaf litter, organic debris, topsoil, rootlets
7 70 Moist yellowish red and reddish brown SILT (ML)
70 126 Brownish yellow, light brown, and reddish brown SILT (ML)
126 160 Light brown, light gray, yellow, and black SILT (ML) with little fine to coarse GRAVEL
Terminated at 160"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/18/2022
CESI REPRESENTATIVE: T Gray CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-34 0 6 Leaf litter, organic debris, topsoil, rootlets
6 92 Moist red and reddish brown clayey SILT (ML) with pockets of yellow and light brown clayey SILT (ML)
92 144 Yellowish red and light brown SILT (ML)
144 170 Light brown and yellowish brown SILT (ML)
Terminated at 170"
TP-35 0 8 Leaf litter, organic debris, topsoil, rootlets
8 22 Moist brown slightly clayey SILT (ML) with organic staining and slight organic smell
22 90 Moist yellow, light brown, and light gray clayey SILT (ML)
90 130 Moist to damp light gray and light brown SILT (ML)
130 148 Damp brown, black, gray, and light brown SILT (ML)
Terminated at 148", performed adjacent to wetland area

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/21/2022
CESI REPRESENTATIVE: K Scott CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-36 0 6 Leaf litter, organic debris, topsoil, rootlets
6 48 Moist reddish brown clayey SILT (ML)
48 96 Weak red to red SILT (ML)
96 120 Weak red, red, and yellow SILT (ML)
Terminated at 120"
TP-37 0 12 Leaf litter, organic debris, topsoil, rootlets
12 60 Moist reddish brown clayey SILT (ML)
60 96 Moist weak red, red, and yellow clayey SILT (ML)
96 144 Moist red, weak red, yellow, and black slightly clayey SILT (ML)
Terminated at 144"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/21/2022
CESI REPRESENTATIVE: K Scott CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-38 0 6 Leaf litter, organic debris, topsoil, rootlets
6 30 Moist reddish brown clayey SILT (ML) with little fine to coarse SAND (SM)
30 72 Moist reddish brown and yellow clayey SILT (ML)
72 120 Moist yellow, reddish brown, and black slightly clayey SILT (ML)
Terminated at 120"
TP-39 0 18 Leaf litter, organic debris, topsoil, rootlets
18 48 Moist yellow and reddish brown SILT (ML)
48 96 Moist weak red, red, and yellow SILT (ML)
96 120 Moist red, weak red, yellow, and white SILT (ML)
120 144 Moist weak red, yellow, and gray SILT (ML)
Terminated at 144"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/21/2022
CESI REPRESENTATIVE: K Scott CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-40 0 1 Leaf litter and topsoil
1 54 Reddish brown clayey SILT (ML) with little fine to medium SAND (SM)
54 120 Reddish brown clayey SILT (ML) with few COBBLES up to 4"
120 132 Weak red, red, and yellow clayey SILT (ML)
Terminated at 132"
TP-41 0 12 Leaf litter, organic debris, topsoil, rootlets
12 48 Moist reddish brown clayey SILT (ML)
48 72 Moist yellow and red SILT (ML)
72 144 Moist weak red, red, and yellow SILT (ML)
Terminated at 144"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/21/2022
CESI REPRESENTATIVE: K Scott CESI JOB NO: 220095.000
TEST PIT DEPTH (in.)
NO. From To DESCRIPTION
TP-42 0 12 Leaf litter, organic debris, topsoil, rootlets
12 36 Moist reddish brown clayey SILT (ML)
36 108 Reddish brown and yellow clayey SILT (ML)
108 144 Yellow, light brown, and reddish brown clayey SILT (ML)
Terminated at 144"
TP-43 0 12 Leaf litter, organic debris, topsoil, rootlets
12 48 Moist to damp reddish brown slightly clayey SILT (ML)
48 96 Moist reddish brown and yellow fine sandy clayey SILT (ML)
96 120 Moist yellow and reddish brown clayey SILT (ML)with little fine SAND (SM)
120 144 Moist yellow, white, and red clayey SILT (ML)with little HEAVILY WEATHERED ROCK fragments
sampled as same color SILT (ML)
Terminated at 144"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/21/2022
CESI REPRESENTATIVE: K Scott CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-44 0 6 Leaf litter, organic debris, topsoil, rootlets
6 36 Moist reddish brown clayey SILT (ML) with little fine SAND (SM)
36 72 Weak red, red, and yellow SILT (ML)
72 120 Yellow, weak red, and black SILT (ML) with little fine SAND (SM)
120 144 Light gray, white, black, yellow, and weak red SILT (ML) with little fine SAND (SM)
Terminated at 144"
TP-45 0 8 Leaf litter, organic debris, topsoil, rootlets
8 60 Moist reddish brown clayey SILT (ML)
60 96 Moist reddish brown and yellow clayey SILT (ML)
96 120 Reddish brown, yellow, and black SILT (ML)
120 144 Weak red, white, and black SILT (ML)
Terminated at 144"

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: 8624 Old Waxhaw Monroe Road EXCAVATOR: Komatsu PC200
CLIENT: SDH Charlotte, LLC DATE: 02/21/2022
CESI REPRESENTATIVE: K Scott CESI JOB NO: 220095.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-46 0 2 Leaf litter, organic debris, topsoil, rootlets
2 42 Moist to damp reddish brown and yellow clayey SILT (ML)
42 96 Moist to damp white, weak red, and black SILT (ML) with few HEAVILY WEATHERED ROCK
fragments sample as the same
96 144 Yellow, weak red, black, and white SILT (ML)
Terminated at 144"
TP-47 0 1 Leaf litter, organic debris, topsoil, rootlets
1 48 Moist to damp reddish brown clayey SILT (ML) with little fine SAND (SM)
48 60 Moist reddish brown fine sandy clayey SILT (ML)with few COBBLES up to 4"
60 120 Moist to damp reddish brown and yellow clayey SILT (ML) with little fine SAND (SM)
120 144 Moist to damp weak red, black, and white clayey SILT (ML)
Terminated at 144"

CEST RECORD OF TEST PIT EXCAVATION

CEST
Civil - Geotechnical - Surveying
October 9, 2023
Mr. Adam Morman
Vice President Land Acquisition
Smith Douglas Homes
PO Box 311
Midland, NC 28107
Reference: Seasonal High-Water Table Determination
Proposed Rogers Pond Subdivision
Waxhaw, Union County, North Carolina
CESI Project Number 230642.000
Mr. Morman:
In accordance with your request, Concord Engineering & Surveying, Inc. (CESI) has
performed an evaluation of seasonal high-water table (SHWT) on the above referenced
project. The SHWT was performed within the area of the proposed sand filter, as shown
below:
' i' 4'.0.0
1 `:\ .. \ `RII'RAPA- 7
DETML)t106.1OM %,L'(
4 4
a.1"4\4ff-7-\c\ -,--:3\-'0_-4--'745.,
\ ourlctcoMtwl A
:4
st[o[uu i sfEcr
\ _\ ;
•
to h46 .
\ /, \ SHWT C* '- /i
'.
Test Location �NDws
1 Kw
`\ ` S9t
\ •XO' \ . 10 Ota\---.-------- / /
\ s[ouncKrAnoN J /
1 +
_ ,::___ , , \ •, \III 111\IL ,, NAOMI
. //.
,, . .. I , . / I /- '-y eA+v waMrtww
•� 11 J � / fASl MEM1
,- - ' ' V * iI,7, 4 a .tisi7s is
45 Spring Street, SW P.O. Box 268 Concord, NC 28026-0268 704-786-5404
www.cesicgs.com NC License No. C-0263

On October 4, 2023, a CESI representative monitored the advancement of a single soil test
boring and observed the soil horizon at the above referenced sand filter location. It was noted
that the location and elevation of the SHWT test location was found by use of handheld GPS
equipment. The SHWT location was offset 20' southwest from the requested location to avoid
clearing, however, the offset location still fell within the proposed sand filter footprint. At the
proposed test location, an ATV mounted Diedrich D70 drill was used to auger probe the area
to a depth of approximately 30' below existing ground surface (BGS).
The soil horizon encountered and findings at the hand auger boring included:
• 0' —7' Yellowish red and light brown SILT (ML) with some fine
SAND (SM) and fine GRAVEL,
• 7' — 12' Light brown and yellow SILT(ML)with some fine SAND
(SM) and fine GRAVEL,
• 12' — 30' Light brown and gray weathered rock,
• No indications of groundwater — at the time of boring - to the depth
explored.
On October 6 and 9, 2023 CESI returned to the site to observe the conditions within the boring.
As a result of our site observations, we offer the following:
Sand Filter Seasonal High-Water Table
Ground Elevation at Test Location 602.00
Bottom of Soil Test Boring Elevation 572.00
Water Level (5th day acclimation observation) 581.50
Bottom Sand Filter System Elevation 587.00
24" Buffer Requirement Elevation 585.00
Based on our observations it was determined that the seasonal high
groundwater at the proposed sand filter location is approximately 581.5.
The depth to seasonal highwater supports the use of the proposed sand
filter at the location and elevation presented.
45 Spring Street, SW P.O. Box 268 Concord, NC 28026-0268 704-786-5404
www.cesicgs.com NC License No. C-0263

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 feel free to call.
Respectfully submitted,
\��u�Un rurr r
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zoc ESS/0,4 1
41
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• 27837 10 9
`7 FNcINE��
/.„6"' Giirrii � \\\•
James G. (Jay) Eaves III, PE
Division Engineer
45 Spring Street, SW P.O. Box 268 Concord, NC 28026-0268 704-786-5404
www.cesicgs.com NC License No. C-0263