SW3240601_Soils/Geotechnical Report_20240618

Grace Church Road
Industrial S
Geotechnical Engineering Report
April 10, 2024 I Terracon Project No. 71235122
Prepared for:
SJP Properties Co.
389 Interpace Pkwy
Parsippany, NJ 07054
Ilerracon
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2701 Westport Road
Charlotte, NC 28208
P [phone]
NC License No. F-0869
Terracon.com
April 10, 2024
SJP Properties Co.
389 Interpace Pkwy
Parsippany, NJ 07054
Attn: Michael Gorman
P: [phone]
E: [e-mail]
Re: Geotechnical Engineering Report
Grace Church Road Industrial Site
575 Grace Church Road
Salisbury, North Carolina
Terracon Project No. 71235122
Dear Mr. Gorman:
We have completed the scope of Geotechnical Engineering services for the above
referenced project in general accordance with Terracon Proposal No. P71235122r2 dated
January 22, 2024. This report presents the findings of the subsurface exploration and
provides geotechnical recommendations concerning earthwork and the design and
construction of foundations, floor slabs, and pavements for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning this report or if we may be��r.a rtl(94 beNice, please contact us.
/• Q -FEss/Q'- �j •�
Sincerely, Q
SEAL
Terracon c 051
Kasyie-Cram tS' ANCINEp -1
Hanjie Liang, E.I. Sean M.i'Iriiir ii,ki.iiii
Staff Engineer Seni/202or4 Engineer
4/1O
Janette M. Prosser, P.E.
Geotechnical Department Manager
Facilities I Environmental I Geotechnical I Materials

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina 0 ierracon
April 10, 2024 I Terracon Project No. 71235122
Table of Contents
Introduction 1
Project Description 1
Site Conditions 3
Geotechnical Characterization 4
Geology 4
Subsurface Profile 5
Groundwater Conditions 5
Seasonal High-Water Table 7
Seismic Site Class 7
Infiltration 8
Geotechnical Overview 8
Earthwork 10
Site Preparation 10
Subgrade Preparation 10
Excavation 11
Fill Material Types 12
Fill Placement and Compaction Requirements 13
Utility Trench Backfill 13
Grading and Drainage 14
Slopes and Embankment Construction 15
Temporary Dewatering 16
Earthwork Construction Considerations 17
Construction Observation and Testing 17
Shallow Foundations 18
Design Parameters - Compressive Loads 18
Foundation Construction Considerations 19
Floor Slabs 20
Floor Slab Design Parameters 20
Floor Slab Construction Considerations 21
Lateral Earth Pressures 22
Design Parameters 22
Subsurface Drainage for Below-Grade Walls 23
Mechanically Stabilized Earth (MSE) Retaining Wall 24
Pavements 26
General Pavement Comments 26
Pavement Design Parameters 27
Pavement Section Thicknesses 27
Pavement Maintenance 29
Slope Stability 30
Mechanics of Stability 30
Geometric Analysis Results 30
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Surficial Slope Stability 31
General Comments 32
Figures
GeoModel
Attachments
Exploration and Testing Procedures
Site Location and Exploration Plans
Exploration and Laboratory Results
Supporting Information
Note: This report was originally delivered in a web-based format. Blue Bold text in the
report indicates a referenced section heading. The PDF version also includes hyperlinks
which direct the reader to that section and clicking on the •rerracon logo will bring you
back to this page. For more interactive features, please view your project online at
client.terracon.com.
Refer to each individual Attachment for a listing of contents.
Facilities Environmental I Geotechnical I Materials ii

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Introduction
This report presents the results of our subsurface exploration and Geotechnical
Engineering services performed for the proposed industrial warehouse to be located at
575 Grace Church Road in Salisbury, North Carolina. The purpose of these services was
to provide information and geotechnical engineering recommendations relative to:
■ Subsurface soil conditions
■ Groundwater conditions
■ Seismic site classification per 2018 NCSBC
■ Site preparation and earthwork
■ Dewatering considerations
■ Foundation design and construction
■ Floor slab design and construction
■ Lateral earth pressure
■ Pavement design and construction
■ Stormwater pond considerations
The geotechnical engineering Scope of Services for this project included the
advancement of test borings, laboratory testing, engineering analysis, and preparation
of this report.
Drawings showing the site and boring locations are shown on the Site Location and
Exploration Plan, respectively. The results of the laboratory testing performed on soil
samples obtained from the site during our field exploration are included on the boring
logs an as separate graphs in the Exploration Results section.
Project Description
Our initial understanding of the project was provided in our proposal and was discussed
during project planning. A period of collaboration has transpired since the project was
initiated, and our final understanding of the project conditions is as follows:
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Item Description
An email request for proposal was provided by Michael Gorman
on June 27, 2023. The request included parcel details and due
diligence documents. Additional plans were provided during the
Information project including:
Provided • "Preliminary Grading Exhibit" dated Jan 23, 2024, by
Thomas & Hutton
■ "Overall Paving, Grading & Drainage Plan", dated March
5, 2024, by Thomas & Hutton
Project The project includes the development of an approximate 35-acre
Description lot, in Salisbury, NC.
Proposed The updated site plan provided includes a 294,133 square foot
building, car and/or trailer parking areas, and two sand filter
Structure
BMPs.
Building We anticipate that the warehouse will be constructed using
Construction
concrete tilt-up panels and slab-on-grade construction
techniques.
Finished Floor Based on the provided grading plan, the rough-graded building
Elevation pad areas will be approximately 757 feet.
Anticipated structural loads were not provided. We have
assumed the following loads in estimating settlement based on
our experience with similar projects.
Maximum Loads • Columns: 150 kips
• Walls: 2 to 5 kips per linear foot (klf)
• Slabs: 150 pounds per square foot (psf)
Based on the provided site survey and grading plan, up to 14
feet of cut and 12 feet of fill will be required to develop final
grades for the building and pavement areas. Up to 10 feet of cut
will be required to develop final grades for the two stormwater
Grading/Slopes pond basins.
Final slopes for the project are anticipated with a maximum
inclination of 3H:1V (Horizontal: Vertical) or flatter. Limited
areas with a steeper slope inclination of 2H:1V have been
analyzed in specific locations, as noted herein.
Below-Grade
Structures Not anticipated.
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . Terracon
April 10, 2024 I Terracon Project No. 71235122
Item Description
Two retaining walls are proposed at the southeast and
northwest corners of the proposed building. The southeast wall
Free-Standing would be a maximum height of 10 feet, while the northwest wall
Retaining Walls would be a maximum height of 15 feet. If these retaining walls
are required, they are assumed to consist of mechanically
stabilized earth (MSE).
Both concrete (rigid) and asphalt (flexible) pavement will be
utilized in the development.
The anticipated ACI traffic categories and daily truck traffic will
be assumed to consist of:
■ Category A: Car parking areas and access lanes, 1 truck
per day
■ Category B: Entrance and truck service lanes, 25 trucks
per day
■ Category D: Heavy duty trucks, 25 trucks per day
Pavements
■ Category E: Garbage or fire truck lanes
We assume that the traffic classification for flexible (asphalt)
will consist of:
■ Class I: Parking stalls for autos and pickup trucks
■ Class II: Traffic consisting of home delivery trucks, trash
pickup
■ Class IV: Heavy trucks, up to 75 fully loaded 5-axle semi-
trailers per day
The pavement design period is 20 years.
Building Code 2018 North Carolina State Building Code (NCSBC)
Terracon should be notified if any of the above information is inconsistent with the
planned construction, especially the grading limits, as modifications to our
recommendations may be necessary.
Site Conditions
The following description of site conditions is derived from our site visit in association
with the field exploration and our review of publicly available geologic and topographic
maps.
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Item Description
The project is located at 575 Grace Church Road Salisbury,
North Carolina.
Parcel Project area size is approximate 35 acres.
Information
Rowan County Parcel ID: 477 079
See Site Location.
The site is currently a moderately to heavily wooded outparcel,
Existing bordered by wooded and grassed areas, residential properties,
Improvements an abandoned industrial facility, and connected to Grace Church
Road on the northern property border.
Current Ground Grass/wooded.
Cover
Based on the updated site plan, the elevations within the
Existing building footprint range from approximately 750 to 770 feet.
Topography Elevations across the entire parcel range from approximately
732 to 775 feet.
Geology Piedmont Physiographic Region. See Geology.
Geotechnical Characterization
Geology
The project site is located in the Piedmont Physiographic Province, an area underlain by
ancient igneous and metamorphic rocks. The residual soils in this area are the product of
in-place chemical weathering of rock. The typical residual soil profile consists of clayey
soils near the surface where soil weathering is more advanced, underlain by sandy silts
and silty sands that generally become harder with depth to the top of parent bedrock.
Alluvial soils are typically present within floodplain areas along creeks and rivers in the
Piedmont. According to the 1985 Geologic Map of North Carolina, the site is within the
Charlotte Belt. The bedrock underlying the site generally consists of interbedded felsic to
mafic tuffs and flowrock.
The boundary between soil and rock in the Piedmont is not sharply defined. A
transitional zone termed "partially weathered rock" is normally found overlying the
parent bedrock. Partially weathered rock (PWR) is defined for engineering purposes as
residual material with a standard penetration test resistance exceeding 100 blows per
foot. The transition between hard/dense residual soils and partially weathered rock
occurs at irregular depths due to variations in degree of weathering.
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Groundwater is typically present in fractures within the partially weathered rock or
underlying bedrock in upland areas of the Piedmont. Fluctuations in groundwater levels
on the order of 2 to 4 feet are typical in residual soils and partially weathered rock in the
Piedmont, depending on variations in precipitation, evaporation, and surface water
runoff. Seasonal high groundwater levels are expected to occur during or just after the
typically cooler months of the year (November through April).
Subsurface Profile
We have developed a general characterization of the subsurface conditions based upon
our review of the subsurface exploration, laboratory data, geologic setting and our
understanding of the project. This characterization, termed GeoModel, forms the basis of
our geotechnical calculations and evaluation of the site. Conditions observed at each
exploration point are indicated on the individual logs. The individual logs can be found in
the Exploration Results and the GeoModel can be found in the Figures attachment of
this report.
As part of our analyses, we identified the following model layers within the subsurface
profile. For a more detailed view of the model layer depths at each boring location, refer
to the GeoModel.
Model
Layer Name General Description
Layer
Surficial
1 Topsoil
Materials p
2 High Plasticity ELASTIC SILT with varying amounts of sand
Residual Soil
Low Plasticity Silty SAND, silty clayey SAND, SILT with varying
3 Residual Soil amounts of sand, sandy LEAN CLAY, and clayey
SAND
4 Partially Sampled as silty SAND, clayey SAND, sandy SILT
Weathered Rock
Groundwater Conditions
The boreholes were observed while drilling and after completion for the presence and
level of groundwater. The water levels observed in the boreholes can be found on the
boring logs in Exploration Results, and are summarized in the following table.
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina IblTerracon
April 10, 2024 I Terracon Project No. 71235122
Boring Approximate Depth to Estimated Elevation of
Observed Groundwater Observed Groundwater
Number (feet) 1,2 (feet) 2,3
B-01 7 750
B-02 12 735
B-03 6 748
B-04 10 752
B-05 19 735
B-06 22 740
B-07 26 745
B-08 16 738
B-09 19 741
B-10 16 740
B-11 11 737
B-12 13 755
B-13 12 752
B-14 1 751
B-15 2 751
B-16 7 746
B-17 11 733
B-18 8 736
B-19 9 731
B-20 4 738
B-21 9.5 748.5
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina iirerracon
April 10, 2024 I Terracon Project No. 71235122
Approximate Depth to Estimated Elevation of
Boring Observed Groundwater Observed Groundwater
Number (feet) 1,2 (feet) 2,3
B-22 0.5 758.5
1. Below the ground surface.
2. Shallowest groundwater encountered.
3. Elevations estimated from "Preliminary Grading Exhibit - Grace Church
Industrial", dated January 23, 2024.
The boreholes were observed while drilling, and after completion, and several days
following drilling, for the presence and level of groundwater. However, this does not
necessarily mean the borings terminated above groundwater, or the water levels
summarized above are stable groundwater levels. Due to the low permeability of the
soils encountered in the borings, a relatively long period may be necessary for a
groundwater level to develop and stabilize in a borehole. Long term observations in
piezometers or observation wells sealed from the influence of surface water are often
required to define groundwater levels in materials of this type.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall,
runoff and other factors not evident at the time the borings were performed. Therefore,
groundwater levels during construction or at other times in the life of the structure may
be higher or lower than the levels indicated on the boring logs. The possibility of
groundwater level fluctuations should be considered when developing the design and
construction plans for the project.
Seasonal High-Water Table
To aid in the design of stormwater management at the site, our subconsultant, Willcox &
Mabe Soil Solutions, evaluated the soil samples from Borings B-19, B-20, B-21, and
B-22 for evidence of seasonal high-water table (SHWT). Based on the evaluation, the
soil samples in Borings B-19 to B-22 indicate approximate SHWT was observed within 2
to 13.75 feet, respectively, of the existing ground surface. The "Stormwater Control
Measure (SCM) Soil Testing, Seasonal High Water Table (SHWT) Evaluation" report is
provided in Supporting Information.
Seismic Site Class
The seismic design requirements for buildings and other structures are based on Seismic
Design Category. Site Classification is required to determine the Seismic Design
Category for a structure. The Site Classification is based on the upper 100 feet of the
site profile defined by a weighted average value of either shear wave velocity, standard
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
penetration resistance, or undrained shear strength in accordance with Section 20 of
ASCE 7 and the North Carolina State Building Code (NCSBC).
Description Value
2018 North Carolina State Building Code (NCSBC) D 2'3
1. Seismic site classification in general accordance with the 2018 NCSBC, which refers
to ASCE 7.
2. The 2018 NCSBC uses a site profile extending to a depth of 100 feet for seismic site
classification. Borings at this site were extended to a maximum depth of 50 feet.
The site properties below the boring depth to 100 feet were estimated based on our
experience and knowledge of geologic conditions of the general area.
3. In our opinion, this site is a good candidate for shearwave velocity testing.
Shearwave velocity testing may justify a seismic site class C. Terracon can
provided this service upon request.
Infiltration
Hydraulic conductivity testing was performed on several undisturbed samples taken at
varying depths in borings B-19, B-20, and B-21, and B-22. The testing was performed in
general accordance with ASTM D5084 and the result can be found in the following table.
Refer to Exploration and Laboratory Results for detailed testing results.
Location, Depth (ft) Soil Type ' Approximate Infiltration
Rate (inches per hour)
B-19, 9-11 Silty Sand (SM) 0.035
B-20, 4-6 Elastic Silt with Sand (MH) 0.008
B-21, 15-17 Sandy Silt (ML) 0.040
B-22, 10-12 Silty Sand (SM) 0.045
1. Soil type determined in accordance with the Unified Soil Classification System.
Geotechnical Overview
Provided unsuitable soils are addressed as recommended herein, the proposed structure
and culvert may be supported on conventional strip and spread footings with a net
allowable bearing pressure of 2,000 psf. The actual bearing pressure for the culvert at
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . Terracon
April 10, 2024 I Terracon Project No. 71235122
the creek crossing should be verified during construction. Further details and
recommendations are provided herein.
Based on the results of our laboratory tests and visual classifications, near surface of
high plasticity soils (CH and MH materials) were identified in borings B-01, B-14, and
B-21 and extended to a depth of approximately range from 2 to 5.5 feet. These soils can
be moisture sensitive and difficult to work. Undercutting and replacement of these soils
may become necessary during construction. We recommend that the contractor be
requested to submit a unit rate cost for removal (undercutting) and replacement as part
of the bidding process.
Based on the results of our laboratory testing, many of the soils encountered may be
wetter than optimum moisture content. Reusing these soils as structural fill will likely
require drying to reach optimum moisture and may lead to significant delays during
construction. Remediation options may include removal and replacement, scarifying and
drying, and lime/cement treatment.
Groundwater was observed during our exploration at depths varying between
approximately 0.5 to 26 feet below the existing ground surface (elevation approximately
from 731 to 754 feet). Based on the proposed finished grades and the observed
groundwater levels, the possibility of encountering groundwater during excavations for
utilities within the vicinity of borings B-01, B-03, B-04, B-07, B-19 to B-22 should be
anticipated. Installation of temporary piezometers or observation wells could further assist
in evaluating the need for dewatering efforts during and / or after construction. If the
planned excavations and FEE of the structure change, these recommendations should be
reviewed and revised, as necessary. Additional details are included in Temporary
Dewatering.
Based on the results of our field testing and the 2018 North Carolina State Building Code
(NCSBC), the seismic classification is D. In our experience, an increase in seismic site
class can lead to a significant savings in material costs. The structural engineer should
be consulted concerning the potential cost savings. In our opinion, shearwave velocity
testing may increase the seismic site classification to C. Terracon can provide this
service upon request.
The residual soils encountered at the boring locations may be excavated with conventional
construction equipment, such as bulldozers, backhoes, and trackhoes. However, difficult
excavation of relatively shallow Partially Weathered Rock (PWR) may be encountered in
the vicinity of boring B-03 and B-18. We recommend that the contractor submit unit rates
for difficult excavations in their bid. Further details and recommendations are provided
herein.
The recommendations contained in this report are based upon the results of field and
laboratory testing (presented in the Exploration Results), engineering analyses, and
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
our current understanding of the proposed project. The General Comments section
provides an understanding of the report limitations.
Earthwork
Earthwork is anticipated to include clearing and grubbing, excavations, and structural fill
placement. The following sections provide recommendations for use in the preparation of
specifications for the work. Recommendations include critical quality criteria, as
necessary, to render the site in the state considered in our geotechnical engineering
evaluation for foundations, floor slabs, and pavements.
Site Preparation
Prior to placing fill, existing vegetation, topsoil, and root mats should be removed.
Complete stripping of the topsoil should be performed in the proposed building and
parking/driveway areas.
Mature trees are located within or near the footprint of some of the proposed buildings,
which will require removal at the onset of construction. Tree root systems can remove
substantial moisture from surrounding soils. Where trees are removed, the full root ball
and all associated dry and desiccated soils should be removed. The soil materials which
contain less than 5 percent organics can be reused as structural fill provided the
material is moisture conditioned and properly compacted.
Subgrade Preparation
Existing vegetation, topsoil, and any otherwise unsuitable material should be removed
from the construction areas prior to placing fill. Stripped materials consisting of
vegetation and organic materials should be wasted off site, or used to vegetate
landscaped areas or exposed slopes after completion of grading operations. The
subgrade should be proofrolled with an adequately loaded vehicle such as a fully-loaded
tandem-axle dump truck. The proofrolling should be performed under the observation of
the Geotechnical Engineer or representative. Proofrolling should be performed after a
suitable period of dry weather to avoid degrading an otherwise acceptable subgrade.
Areas excessively deflecting under the proofroll should be delineated and subsequently
addressed by the Geotechnical Engineer.
If unsuitable subgrade soils are encountered during construction, they will require
removal and replacement; however, if they are unstable due to excessive moisture, the
most economical solution for remediation may be to scarify, dry and recompact the
material. This remediation is most effective during the typically hotter months of the
year (May to October). If construction is performed during the cooler period of the year,
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
the timeline for scarifying, drying, and recompacting typically increases considerably and
may lead to alternative remediation solutions. These solutions can include
overexcavation of some or all of the unstable material to be backfilled with either
approved structural fill or geotextile and ABC Stone. Potential undercutting can be
reduced if the site preparation work is performed during a period of dry weather and if
construction traffic is kept to a minimum on prepared subgrades. We recommend that
the contractor submit a unit rate cost for undercutting as part of the bidding process.
Based on the results of our laboratory testing, many of the soils encountered may be
wetter than optimum moisture content. Reusing these soils as structural fill will likely
require drying to reach optimum moisture and may lead to significant delays during
construction. Remediation options may include removal and replacement, scarifying and
drying, and lime/cement treatment.
Excavation
The fill and residual soils encountered at the boring locations may be excavated with
conventional construction equipment such as bulldozers, backhoes, and trackhoes. Hard
residual soils and PWR were encountered in boring B-03 and B-18 at relatively shallow
depths (less than 10 feet) and may be encountered at similar depths in other areas
across the site. Relatively deep excavations, such as for underground utility installation,
may encounter hard excavation and potential weathered rock/competent rock that may
require blasting or hammering to remove efficiently. Smaller equipment may have
difficult excavating PWR. A large trackhoe or bulldozer equipped with a single-tooth
ripper maybe required to excavate these materials. Some PWR, especially in confined
excavations, will require blasting or impact hammering to efficiently excavate. We
recommend that unit rates for mass rock and trench rock be included in the bid package
to limit disputes in the event that rock-like materials are encountered.
The descriptions provided below are a guide to conditions generally encountered in the
region of the project site. Required excavation techniques will vary based on weathering
of the materials to be excavated, and the fracturing, jointing and overall stratigraphy of
the feature. Actual field conditions usually display a gradual weathering progression with
poorly defined and uneven boundaries between layers of different materials. We
recommend that the following definitions for rock in earthwork excavation and drilled-
pier construction be included in bid documents:
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Excavation Type Definition
Any material occupying an original volume of more than 1 cubic
yard which cannot be excavated with a single-toothed ripper
Mass Excavation drawn by a crawler tractor having a minimum draw bar pull
rating of not less than 80,000 pounds usable pull (Caterpillar
D-8 or larger).
Any material occupying an original volume of more than 1/2
cubic yard which cannot be excavated with a backhoe having a
Trench Excavation
bucket curling rate of not less than 40,000 pounds, using a rock
bucket and rock teeth (Caterpillar 325 or larger).
Fill Material Types
Earthen materials used for structural fill should meet the following material property
requirements.
' Acceptable Location for
Soil Ty
pe USCS Classification
Placement
ML, CL, SC, SM
Imported Low (LL < 50 & PI < 20 with a minimum All locations and elevations.
Plasticity Soils 15% passing No. 200 sieve)
On-Site Low ML, CL, SM, SC, SM-SC All locations and elevations.
Plasticity Soils (LL < 50 & PI < 30)
Non-structural areas and
On-Site High MH
Plasticity Soils (LL >_ 50 or PI >_ 30) greater than 3 feet below
pavements.
On-Site Partially Sampled as ML, SM, SC All locations and elevations.
PWR should be broken into
Weathered Rock
(LL < 50 & PI < 30) pieces <4 inches in diameter.
GeoModel Layer
Expected to be 3, 4 All locations and elevations.
Suitable 2
1. Structural fill should consist of approved materials free of organic matter and debris.
Frozen material should not be used, and fill should not be placed on a frozen subgrade.
A sample of each material type should be submitted to the Geotechnical Engineer for
evaluation prior to use on this site.
2. Based on subsurface exploration. Actual material suitability should be determined in the
field at time of construction.
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Fill Placement and Compaction Requirements
Structural fill should meet the following compaction requirements.
Item Structural Fill
8 inches or less in loose thickness when heavy, self-propelled
Maximum Lift compaction equipment is used
Thickness 4 to 6 inches in loose thickness when hand-guided equipment
(i.e. jumping jack or plate compactor) is used
Minimum 95% of the material's maximum standard Proctor dry
Minimum density (ASTM D 698).
Compaction The upper 12 inches of subgrade in pavement areas should be
Requirements 1,2,3 compacted to at least 100% of the materials maximum
standard Proctor dry density (ASTM D 698).
Water Content
Within 3% of optimum moisture content
Range
1. Maximum density and optimum water content as determined by the standard Proctor
test (ASTM D 698).
2. High plasticity cohesive fill should not be compacted to more than 100% of standard
Proctor maximum dry density.
3. If the granular material is a coarse sand or gravel, or of a uniform size, or has a low
fines content, compaction comparison to relative density may be more appropriate. In
this case, granular materials should be compacted to at least 70% relative density
(ASTM D 4253 and D 4254). Materials not amenable to density testing should be placed
and compacted to a stable condition observed by the Geotechnical Engineer or
representative.
Utility Trench Backfill
Any soft or unsuitable materials encountered at the bottom of utility trench excavations
should be removed and replaced with structural fill or bedding material in accordance
with public works specifications for the utility be supported. This recommendation is
particularly applicable to utility work requiring grade control and/or in areas where
subsequent grade raising could cause settlement in the subgrade supporting the utility.
Trench excavation should not be conducted below a downward 1:1 projection from
existing foundations without engineering review of shoring requirements and
geotechnical observation during construction.
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
On-site materials are considered suitable for backfill of utility and pipe trenches from 1
foot above the top of the pipe to the final ground surface, provided the material is free
of organic matter and deleterious substances.
Trench backfill should be mechanically placed and compacted as discussed earlier in this
report. Compaction of initial lifts should be accomplished with hand-operated tampers or
other lightweight compactors. Where trenches are placed beneath slabs or footings, the
backfill should satisfy the gradation and expansion index requirements of structural fill
discussed in this report. Flooding or jetting for placement and compaction of backfill is
not recommended.
For low permeability subgrades, utility trenches are a common source of water
infiltration and migration. Utility trenches penetrating beneath the building should be
effectively sealed to restrict water intrusion and flow through the trenches, which could
migrate below the building. The trench should provide an effective trench plug that
extends at least 5 feet from the face of the building exterior. The plug material should
consist of cementitious flowable fill or low permeability clay. The trench plug material
should be placed to surround the utility line. If used, the clay trench plug material
should be placed and compacted to comply with the water content and compaction
recommendations for structural fill stated previously in this report.
Grading and Drainage
All grades must provide effective drainage away from the building during and after
construction and should be maintained throughout the life of the structure. Water
retained next to the building can result in soil movements greater than those discussed
in this report. Greater movements can result in unacceptable differential floor slab
and/or foundation movements, cracked slabs and walls, and roof leaks. The roof should
have gutters/drains with downspouts that discharge onto splash blocks at a distance of
at least 10 feet from the building.
Exposed ground should be sloped and maintained at a minimum 5% away from the
building for at least 10 feet beyond the perimeter of the building. Locally, flatter grades
may be necessary to transition ADA access requirements for flatwork. After building
construction and landscaping have been completed, final grades should be verified to
document effective drainage has been achieved. Grades around the structure should also
be periodically inspected and adjusted, as necessary, as part of the structure's
maintenance program. Where paving or flatwork abuts the structure, a maintenance
program should be established to effectively seal and maintain joints and prevent
surface water infiltration.
Facilities I Environmental I Geotechnical I Materials 14

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Slopes and Embankment Construction
In general, we recommend that permanent cut slopes in undisturbed residual soils and
permanent fill slopes, be constructed at 3H:1V (horizontal: vertical) or flatter, unless
noted in this report for specific locations. The surface of all cut and fill slopes should be
adequately compacted. All permanent slopes should be protected using vegetation or
other means to prevent erosion.
In the vicinity of 1) the south side of the proposed building, 2) the west side of the
proposed stormwater pond located west of the proposed building, and 3) the northwest
corner of the proposed building, adjacent to the road; stability analyses were performed
to determine if 2H:1V slopes were acceptable for fill embankments where the property
boundary limits the ability to construct flatter slopes. Please refer to Slope Stability for
these results.
The face of all slopes should be compacted to the minimum specification for fill
embankments. Alternately, fill slopes can be overbuilt and trimmed to compacted
material.
The outside face of building foundations and the edges of pavements placed near slopes
should be located an appropriate distance from the slope. The following requirements
are generally accepted good practice for site layout regarding slope construction:
■ Buildings or pavements placed at the top of fill slopes should be placed at a
distance equal to at least 1/3 of the height of the slope behind the crest of the
slope, but that distance need not be more than 40 feet.
■ Buildings or pavements near the bottom of a slope should be located at least 1/2 of
the height of the slope from the toe of the slope, but the distance need not be
more than 15 feet.
■ Slopes with structures located closer than these limits or slopes taller than the
height limits indicated, should be specifically evaluated by the geotechnical
engineer and may require approval from the building code official.
Fill slopes should be constructed by placing controlled fill in horizontal lifts which extend
to or slightly beyond the slope face. Each lift of fill should be compacted to the specified
minimum density before placing the subsequent lift. The compaction equipment should
travel parallel to the slope face to ensure that fill at the face of the slope is compacted
to the same level as the fill farther back from the face. If needed, tracked equipment or
compaction equipment can roll up and down the slope face to compact loose surficial
soils to reduce erosion, but this method should not be used to construct the slope. We
recommend that fill slopes be overbuilt (place fill beyond the limits of the slope face)
and then cut back into the fill to leave a clean, compacted slope face exposed.
Facilities I Environmental I Geotechnical I Materials 15

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Fill slopes and fill pads should not be constructed by placing fill against berms. If not
prohibited by plan and specification, the grading contractor will sometimes construct
berms out of site strippings or unsuitable soil along the limits of fill slopes and then will
place controlled fill in horizontal lifts against the berms. This practice will produce a
slope constructed of uncompacted materials adjacent to a zone of compacted fill with a
nearly vertical interface between the two zones of fill. Over time, sometimes after
appreciable rainfall, the uncompacted slope material will settle or slough away which
removes the confining pressure holding the compacted fill in place. Without the
confining pressure from the slope material, the compacted fill will become unstable and
will slough, slide, or push out laterally. This can create problems for pavements and
structures located close to the crest of the slope.
Slope stability and seepage analyses are beyond the scope of this report, but they are
recommended for stormwater ponds where the bottom of ponds are planned in fill. The
downstream slope and toe of the embankments with this pond configuration may remain
soft and wet for the majority of its service life due to normal seepage conditions
expected. Plastic clays and elastic silts utilized as seepage cutoff and/or embankment
core material may minimize long-term seepage problems for ponds with this
configuration. Plastic clays and elastic silts may also be suitable for use as pond liners
should pond bottom permeability be a concern. Additional laboratory testing beyond our
scope would be necessary to determine suitability of use as a pond liner.
Temporary Dewatering
Groundwater was encountered at relatively shallow depths in relation to the proposed
building finished grade for borings B-01, B-03, B-04, and B-07. Groundwater was
observed at elevations between 725 to 754 feet within the building borings, elevations
between 733 feet and 755 feet in the pavement borings, elevations between 742 to
752.5 feet in the creek crossing borings, and elevations between 723 and 758.5 feet in
stormwater pond borings. Based on the provided grading plan, we anticipate dewatering
will be required during construction.
It is recommended that the water level be kept at least 2 feet below the bottom of the
excavation during construction. In locations where groundwater is encountered in the
excavation, we recommend that the proposed bottom of excavations be over-excavated an
additional 3 feet and backfilled with a clean-washed angular stone (e.g. #57 stone) to provide
for a stable working area and assist with dewatering during construction. A temporary
dewatering system that has performed adequately on similar projects consists of sump pumps.
Pumping from sumps should be maintained until the structures are properly installed. If sump
pumps are not able to adequately remove the water and keep the site dry for construction
operations, conventional dewatering with drilled wells may be required.
Facilities I Environmental I Geotechnical I Materials 16

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . Terracon
April 10, 2024 I Terracon Project No. 71235122
Earthwork Construction Considerations
Shallow excavations for the proposed structure are anticipated to be accomplished with
conventional construction equipment. Upon completion of filling and grading, care should
be taken to maintain the subgrade water content prior to construction of grade-
supported improvements such as floor slabs and pavements. Construction traffic over
the completed subgrades should be avoided. The site should also be graded to prevent
ponding of surface water on the prepared subgrades or in excavations. Water collecting
over or adjacent to construction areas should be removed. If the subgrade freezes,
desiccates, saturates, or is disturbed, the affected material should be removed, or the
materials should be scarified, moisture conditioned, and recompacted prior to floor slab
construction.
The groundwater table could affect overexcavation efforts, especially for overexcavation
and replacement of lower strength soils. A temporary dewatering system consisting of
sumps with pumps may be necessary to achieve the recommended depth of
overexcavation depending on groundwater conditions at the time of construction.
As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part
1926, Subpart P, "Excavations" and its appendices, and in accordance with any
applicable local and/or state regulations.
Construction site safety is the sole responsibility of the contractor who controls the
means, methods, and sequencing of construction operations. Under no circumstances
shall the information provided herein be interpreted to mean Terracon is assuming
responsibility for construction site safety or the contractor's activities; such
responsibility shall neither be implied nor inferred.
Construction Observation and Testing
The earthwork efforts should be observed by the Geotechnical Engineer (or others under
their direction). Observation should include documentation of adequate removal of
surficial materials (vegetation, topsoil, and pavements), evaluation and remediation of
existing fill materials, as well as proofrolling and mitigation of unsuitable areas
delineated by the proofroll.
Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until
approved by the Geotechnical Engineer prior to placement of additional lifts. Each lift of
fill should be adequately tested for density and water content at a frequency under the
direction of the Geotechnical Engineer.
In areas of foundation excavations, the bearing subgrade should be evaluated by the
Geotechnical Engineer. If unanticipated conditions are observed, the Geotechnical
Engineer should prescribe mitigation options.
Facilities I Environmental I Geotechnical I Materials 17

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
In addition to the documentation of the essential parameters necessary for construction,
the continuation of the Geotechnical Engineer into the construction phase of the project
provides the continuity to maintain the Geotechnical Engineer's evaluation of subsurface
conditions, including assessing variations and associated design changes.
Shallow Foundations
If the site has been prepared in accordance with the requirements noted in Earthwork,
the following design parameters are applicable for shallow foundations.
Design Parameters - Compressive Loads
Item Description
Maximum Net Allowable Bearing
Pressure1'2'4 2,000 psf
Required Bearing Stratum 3 Residual soil, or new structural fill
Minimum Foundation Dimensions Columns: 30 inches
Continuous: 18 inches
Minimum Embedment below Exterior footings: 18 inches
Finished Grade 5 Interior footings in heated areas: 12 inches
Estimated Total Settlement from
Structural Loads 2 Less than about 1 inch
Estimated Differential Settlement 2, 6 About 2/3 of total settlement
1. The maximum net allowable bearing pressure is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation. Values assume that
exterior grades are no steeper than 20% within 10 feet of structure.
2. Values provided are for maximum loads noted in Project Description. Additional
geotechnical consultation will be necessary if higher loads are anticipated.
3. Unsuitable or soft soils should be overexcavated and replaced per the recommendations
presented in Earthwork.
4. Due to the proximity of our borings to the creek crossing, the actual bearing pressure
for the culvert should be verified during construction. Our experience on similar projects
indicates soft or unsuitable alluvial or residual soils may be present at bearing
elevations along creeks and streams, which could cause excessive settlements without
remediation, deepened footings, or ground improvement.
5. Embedment necessary to minimize the effects of frost and/or seasonal water content
variations. For sloping ground, maintain depth below the lowest adjacent exterior grade
within 5 horizontal feet of the structure.
6. Differential settlements are noted for equivalent-loaded foundations and bearing
elevation as measured over a span of 50 feet.
Facilities I Environmental I Geotechnical I Materials 18

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . Ferracon
April 10, 2024 I Terracon Project No. 71235122
Foundation Construction Considerations
As noted in Earthwork, the footing excavations should be evaluated under the
observation of the Geotechnical Engineer. The base of all foundation excavations should
be free of water and loose soil, prior to placing concrete. Concrete should be placed soon
after excavating to reduce bearing soil disturbance. Care should be taken to prevent
wetting or drying of the bearing materials during construction. Excessively wet or dry
material or any loose/disturbed material in the bottom of the footing excavations should
be removed/reconditioned before foundation concrete is placed.
If unsuitable bearing soils are observed at the base of the planned footing excavation,
the excavation should be extended deeper to suitable soils, and the footings could bear
directly on these soils at the lower level or on lean concrete backfill placed in the
excavations. The lean concrete replacement zone is illustrated on the following sketch.
""� " IIII _I I —
III I II II
DESIGN
FOOTING LEVEL
LEAN
CONCRETE
I
RECOMMENDED I—I
EXCAVATION LEVEL I=M=111=111—"'—"'-111i
LEAN CONCRETE BACKFILL
NOTE: EXCAVATIONS ARE SHOWN VERTICAL;HOWEVER,THE
SIDEWALLS SHOULD BE SLOPED AS NECESSARY FOR SAFETY
Overexcavation for structural fill placement below footings should be conducted as
shown on the following sketch. The overexcavation should be backfilled up to the footing
base elevation, with structural fill placed, as recommended in the Earthwork section.
Facilities I Environmental I Geotechnical I Materials 19

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . Ferracon
April 10, 2024 I Terracon Project No. 71235122
III II--I"
Illl IIII
III II
2/3D ••VV• ' • 2/3D I I
DESIGN
FOOTING LEVEL i
STRUCTURAL I I II�
FILL III-
RECOMMENDED ••
EXCAVATION LEVEL -1 I-III-I -M—
OVER-EXCAVATION/BACKFILL ZONE
NOTE:EXCAVATIONS ARE SHOWN VERTICAL;HOWEVER,THE
SIDEWALLS SHOULD BE SLOPED AS NECESSARY FOR SAFETY
Floor Slabs
Design parameters for floor slabs assume the requirements for Earthwork have been
followed. Specific attention should be given to positive drainage away from the structure
and positive drainage of the aggregate base beneath the floor slab.
Floor Slab Design Parameters
Item Description
Suitable existing soils or new structural fill compacted in
Floor Slab Support'
accordance with Earthwork section of this report.
Estimated Modulus of 125 pounds per square inch per inch (psi/in) for point
Subgrade Reaction 2 loads
Aggregate base Minimum 4 inches of free-draining granular material (less
course/capillary break 3 than 5% passing the U.S. No. 200 sieve)
1. Floor slabs should be structurally independent of building footings or walls to reduce the
possibility of floor slab cracking caused by differential movements between the slab and
foundation.
2. Modulus of subgrade reaction is an estimated value based upon our experience with the
subgrade condition, the requirements noted in Earthwork, and the floor slab support as
noted in this table. It is provided for point loads. For large area loads the modulus of
subgrade reaction would be lower.
Facilities I Environmental I Geotechnical I Materials 20

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Item Description
3. Free-draining granular material should have less than 5% fines (material passing the
No. 200 sieve). Other design considerations such as cold temperatures and
condensation development could warrant more extensive design provisions.
The use of a vapor retarder should be considered beneath concrete slabs on grade
covered with wood, tile, carpet, or other moisture sensitive or impervious coverings,
when the project includes humidity-controlled areas, or when the slab will support
equipment sensitive to moisture. When conditions warrant the use of a vapor retarder,
the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions
regarding the use and placement of a vapor retarder.
Saw-cut contraction joints should be placed in the slab to help control the location and
extent of cracking. For additional recommendations, refer to the ACI Design Manual.
Joints or cracks should be sealed with a waterproof, non-extruding compressible
compound specifically recommended for heavy duty concrete pavement and wet
environments.
Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or
other construction objectives, our experience indicates differential movement between
the walls and slabs will likely be observed in adjacent slab expansion joints or floor slab
cracks beyond the length of the structural dowels. The Structural Engineer should
account for potential differential settlement through use of sufficient control joints,
appropriate reinforcing or other means.
Floor Slab Construction Considerations
Finished subgrade, within and for at least 10 feet beyond the floor slab, should be
protected from traffic, rutting, or other disturbance and maintained in a relatively moist
condition until floor slabs are constructed. If the subgrade should become damaged or
desiccated prior to construction of floor slabs, the affected material should be removed,
and structural fill should be added to replace the resulting excavation. Final conditioning
of the finished subgrade should be performed immediately prior to placement of the floor
slab support course.
The Geotechnical Engineer should observe the condition of the floor slab subgrades
immediately prior to placement of the floor slab support course, reinforcing steel, and
concrete. Attention should be paid to high traffic areas that were rutted and disturbed
earlier, and to areas where backfilled trenches are located.
Facilities I Environmental I Geotechnical I Materials 21

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Lateral Earth Pressures
Design Parameters
Structures with unbalanced backfill levels on opposite sides should be designed for earth
pressures at least equal to values indicated in the following table. Earth pressures will be
influenced by structural design of the walls, conditions of wall restraint, methods of
construction, and/or compaction and the strength of the materials being restrained. Two
wall restraint conditions are shown in the diagram below. Active earth pressure is
commonly used for design of free-standing cantilever retaining walls and assumes wall
movement. The "at-rest" condition assumes no wall movement and is commonly used
for basement walls, loading dock walls, or other walls restrained at the top. The
recommended design lateral earth pressures do not include a factor of safety and do not
provide for possible hydrostatic pressure on the walls (unless stated).
S = Surcharge For active pressure movement
(0.002 H to 0.004 H)
For at-rest pressure
- No Movement Assumed
Horizontal
Finished
Grade
H
Horizontal
Finished Grade
i
�—p2 -pi-0I Retaining Wall
Lateral Earth Pressure Design Parameters
Earth Surcharge Equivalent Fluid Pressures
Pressure Coefficient for Pressure 3 p2 (psf) 2,4
Condition ' Backfill Type 2 Pi (psf) Unsaturated 5 Submerged s
Granular - 0.33 (0.31)S (40)H (81)H
Active (Ka)
Fine Grained - 0.36 (0.39)S (40)H (80)H
Granular - 0.50 (0.47)S (60)H (91)H
At-Rest (Ko) Fine Grained - 0.53 (0.56)S (58)H (88)H
Granular - 3.00 -- (360)H (235)H
Passive (Kp) Fine Grained - 2.77 -- (305)H (194)H
1. For active earth pressure, wall must rotate about base, with top lateral movements 0.002
H to 0.004 H, where H is wall height. For passive earth pressure, wall must move
Facilities I Environmental I Geotechnical I Materials 22

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Lateral Earth Pressure Design Parameters
Earth Surcharge Equivalent Fluid Pressures
Pressure Coefficient for Pressure 3 p2 (psf) 2,4
Condition ' Backfill Type 2 s
pl (psf) Unsaturated Submerged s
horizontally to mobilize resistance. Fat clay or other expansive soils should not be used
as backfill behind the wall.
2. Uniform, horizontal backfill, with a maximum unit weight of 110 pcf for cohesive soils and
120 pcf for granular soils.
3. Uniform surcharge, where S is surcharge pressure.
4. Loading from heavy compaction equipment is not included.
5. To achieve "Unsaturated" conditions, follow guidelines in Subsurface Drainage for
Below-Grade Walls below. "Submerged" conditions are recommended when drainage
behind walls is not incorporated into the design.
Backfill placed against structures should consist of granular soils or low plasticity
cohesive soils. For the granular values to be valid, the granular backfill must extend out
and up from the base of the wall at an angle of at least 45 degrees from vertical for the
active case.
Footings, floor slabs or other loads bearing on backfill behind walls may have a
significant influence on the lateral earth pressure. Placing footings within wall backfill
and in the zone of active soil influence on the wall should be avoided unless structural
analyses indicate the wall can safely withstand the increased pressure.
The lateral earth pressure recommendations given in this section are applicable to the
design of rigid retaining walls subject to slight rotation, such as cantilever, or gravity
type concrete walls. These recommendations are not applicable to the design of modular
block - geogrid reinforced backfill walls (also termed MSE walls).
Subsurface Drainage for Below-Grade Walls
A perforated rigid plastic drain line installed behind the base of walls and extends below
adjacent grade is recommended to prevent hydrostatic loading on the walls. The invert
of a drain line around a below-grade building area or exterior retaining wall should be
placed near foundation bearing level. The drain line should be sloped to provide positive
gravity drainage to daylight or to a sump pit and pump. The drain line should be
surrounded by clean, free-draining granular material having less than 5% passing the
No. 200 sieve, such as No. 57 aggregate. The free-draining aggregate should be
encapsulated in a filter fabric. The granular fill should extend to within 2 feet of final
grade, where it should be capped with compacted cohesive fill to reduce infiltration of
surface water into the drain system.
Facilities I Environmental I Geotechnical I Materials 23

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
V\ Slope to drain
away from building
Layer of a
cohesive fill
11
4 II IIIill='
ITT
Foundation wall i=Y+ \� \ III
-a n-.`-Wc-.t7•�\\\\\\\\�\ \\ 111=11
•-rY7 \\\\\\\\ \ Backfill(see report
. �il\\\\\ \ '11�I I requirements)
Free-draining graded -44 \\\\\\\ \\\=111=
granular filter material or � T; \�\\\\\\\\\\\ ti
non-graded free-draining
_ \\ \\\\\\
material encapsulated in I�1�, \\\\\ \\\ 11
an appropriate filter L�X2 y \\\\\\\\ �(_
1�.1�� \ \\\ \ Native,undisturbed
fabric(see report) 4 =�-\\\\\\\\ ,I (1- soil or engineered fill
jr.
=Y`Yv.=2�\\\\ -
-•—.Y • .�.,\\ ME 1
11�111=, • r I I I I I r
-III=1I a a . . < . ♦eir�'. _ I-
=U a SiY j1 - Perforated drain pipe(Rigid PVC
'I„—,�—1I1,,, I I1,,, 71111171n unless stated otherwise in report)
As an alternative to free-draining granular fill, a prefabricated drainage structure may be
used. A prefabricated drainage structure is a plastic drainage core or mesh which is
covered with filter fabric to prevent soil intrusion and is fastened to the wall prior to
placing backfill.
Mechanically Stabilized Earth (MSE) Retaining
Wall
Based on the provided plans, a fill retaining wall is proposed along the western and
southern perimeter of the site. Wall types were not provided, but we anticipate the fill
wall will likely be MSE walls. The following design recommendations are based on the
results of our field exploration and laboratory testing and our experience with soils in the
vicinity of the project.
MSE retaining walls typically consist of some form of modular concrete block face units,
reinforcing material, such as geogrids, attached to selected layers of the face units, and
on-site soils or imported select granular material compacted overt the reinforcing
material to create a reinforced soil mass that acts as a large gravity-type retaining wall.
The design of the MSE retaining wall will need to consider the following geotechnical
parameters in designing the wall:
• the unit weight and strength parameters of the in-place native materials acting
against the reinforced compacted soil mass;
• the unit weight and soil strength parameters of the compacted soil that will form
the reinforced zone of the MSE wall; and,
Facilities I Environmental I Geotechnical I Materials 24

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
• the unit weight and strength parameters of the foundation subgrade on which the
MSE wall is constructed.
Parameters used in the MSE retaining wall design and global stability analysis should not
exceed those given in the values presented in the following table. The retaining wall
design and global stability analyses should also consider surcharge loading from the
proposed structures.
The soil parameters presented in the table are based on the subsurface conditions
encountered at the boring locations, estimated shear strength values, locally available
materials, and our experience with similar materials.
The following recommendations are applicable for foundation soils under MSE retaining
walls.
Recommended Strength Parameters for Foundation Subgrade Material
Total Stress Effective Stress
Total Unit (Undrained) (Drained)
Material Type Weight Parameters Parameters
p �'
cf (p,
Cu, psf cu, psf
degrees degrees
In-situ, fine-grained soils 115 300 15 100 28
In-situ granular soils or
newly compacted 120 100 18 0 30
structural fill'
Partially Weathered Rock 135 -- -- 0 45
1. Structural fill should be placed as described in the Earthwork section.
The following recommendations are applicable for fill soils behind the reinforced zone of
the MSE retaining walls.
Recommended Strength Parameters for Backfill Materials behind MSE
Reinforced Zone
Total Stress Effective Stress
Total Unit (Undrained) (Drained)
Material Type ' Weight Parameters Parameters
cf cp,
p cu, psf degrees c°' psf degrees
On-site fine-grained soils
recompacted as structural 115 300 15 100 28
fill
Facilities I Environmental I Geotechnical I Materials 25

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Recommended Strength Parameters for Backfill Materials behind MSE
Reinforced Zone
Total Stress Effective Stress
Total Unit (Undrained) (Drained)
Material Type ' Weight Parameters Parameters
(pcf) (p,
c,,, psf �' c,,, psf
degrees degrees
On-site granular soils
recompacted as structural 120 100 18 0 30
fill
Imported granular,
structural fill with < 35% 120 0 30 0 32
passing the No. 200 sieve
1. Structural fill should be placed as described in the Earthwork section.
Care should be taken in design and during construction to develop and maintain rapid,
positive drainage away from the retaining wall areas. Water should not be allowed to
pond adjacent to the upslope or downslope sides of retaining walls. We recommend that
drainage swales with sufficient gradients be constructed along the upslope and
downslope sides of the walls to direct surface water away from the wall. Proper surface
drainage is needed to prevent water from flowing over the face of the walls and
saturating the fill behind the walls or the subgrade soils at the base of the walls. Proper
drainage should also be provided to prevent water from collecting behind the walls.
Prior to starting construction of MSE walls, fill material proposed to be used in
constructing the reinforced zone for the wall should be sampled and tested in the
laboratory to confirm that the engineering properties of the backfill satisfy the assumed
properties used in design. Observation and field testing during construction of the MSE
wall by qualified geotechnical personnel is also recommended.
Pavements
General Pavement Comments
Pavement designs are provided for the traffic conditions and pavement life conditions as
noted in Project Description and in the following sections of this report. A critical
aspect of pavement performance is site preparation. Pavement designs noted in this
section must be applied to the site which has been prepared as recommended in the
Earthwork section.
Facilities I Environmental I Geotechnical I Materials 26

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Pavement Design Parameters
A California Bearing Ratio (CBR) of 3 was used for the subgrade for the asphaltic
concrete (AC) pavement designs. A modulus of subgrade reaction of 125 pci was used
for the portland cement concrete (PCC) pavement designs. The value was empirically
derived based upon our experience with the silty subgrade soils and our expectation of
the quality of the subgrade as prescribed by the Site Preparation conditions as outlined
in Earthwork. A modulus of rupture of 580 psi was used in design for the concrete
(based on correlations with a minimum 28-day compressive strength of 4,000 psi).
Pavement Section Thicknesses
The following table provides our opinion of minimum thickness for AC sections:
Asphaltic Concrete Design
NCDOT Recommended Minimum Thickness 2 (inches)
Layer
Grading Traffic Class I Traffic Class III Class IV
Asphalt
Concrete S-9.5B 3 3 2.5 3 2 3
Surface Course
Asphalt
Concrete
I-19.00 3.5 4
Intermediate
Course
Aggregate Base ABC 6 8 10
1. All materials should meet the current North Carolina Department of Transportation
(NCDOT) Standard Specifications.
2. See Project Description for more specifics regarding traffic assumptions.
3. Placed in two equal lifts.
Facilities I Environmental I Geotechnical I Materials 27

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
The following table provides our estimated minimum thickness of PCC pavements.
Portland Cement Concrete Design
Recommended Minimum Thickness (inches) 2
Layer Specification' Traffic Traffic Traffic Traffic
Category
Category A Category B Category D E 3
Portland
Cement 4,000 psi 5 6 6.5 8
Concrete
Aggregate ABC -- -- -- 4
Base
1. All materials should meet the current North Carolina Department of Transportation (NCDOT)
Standard Specifications.
2. See Project Description for more specifics regarding traffic assumptions.
3. In areas of anticipated heavy traffic, fire trucks, delivery trucks, or concentrated loads
(e.g. dumpster pads), and areas with repeated turning or maneuvering of heavy vehicles.
The minimum pavement sections outlined above was recommended based on assumed post-
construction traffic loading conditions for this type of development. This pavement section does
not account for heavy construction traffic during construction. A partially constructed structural
section that is subjected to heavy construction traffic can result in pavement deterioration and
premature failure. Our experience indicates that this pavement construction practice can result
in pavements that will not perform as intended. Considering this information, several
alternatives are available to mitigate the impact of heavy construction traffic on the pavement
construction. These include using thicker sections to account for the construction traffic, using
some method of soil stabilization to improve the support characteristics of the pavement
subgrade, or by routing heavy construction traffic around paved streets.
Areas for parking of heavy vehicles, concentrated turn areas, and start/stop maneuvers
could require thicker pavement sections. Edge restraints (i.e. concrete curbs or
aggregate shoulders) should be planned along curves and areas of maneuvering
vehicles.
Joints should be sealed to prevent entry of foreign material and doweled where
necessary for load transfer. PCC pavement details for joint spacing, joint reinforcement,
and joint sealing should be prepared in accordance with ACI 330 and ACI 325.
Where practical, we recommend early-entry cutting of crack-control joints in PCC
pavements. Cutting of the concrete in its "green" state typically reduces the potential for
micro-cracking of the pavements prior to the crack control joints being formed,
compared to cutting the joints after the concrete has fully set. Micro-cracking of
Facilities I Environmental I Geotechnical I Materials 28

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
pavements may lead to crack formation in locations other than the sawed joints, and/or
reduction of fatigue life of the pavement.
Pavement Maintenance
The pavement sections represent minimum recommended thicknesses and, as such,
periodic upkeep should be anticipated. Preventive maintenance should be planned and
provided for through an on-going pavement management program. Maintenance
activities are intended to slow the rate of pavement deterioration and to preserve the
pavement investment. Pavement care consists of both localized (e.g., crack and joint
sealing and patching) and global maintenance (e.g., surface sealing). Additional
engineering consultation is recommended to determine the type and extent of a cost-
effective program. Even with periodic maintenance, some movements and related
cracking may still occur, and repairs may be required.
Pavement performance is affected by its surroundings. In addition to providing
preventive maintenance, the civil engineer should consider the following
recommendations in the design and layout of pavements:
■ Final grade adjacent to paved areas should slope down from the edges at a
minimum 2%.
■ Subgrade and pavement surfaces should have a minimum 2% slope to promote
proper surface drainage.
■ Install pavement drainage systems surrounding areas anticipated for frequent
wetting.
■ Install joint sealant and seal cracks immediately.
■ Seal all landscaped areas in or adjacent to pavements to reduce moisture
migration to subgrade soils.
■ Place compacted, low permeability backfill against the exterior side of curb and
gutter.
■ Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on
unbound granular base course materials.
Facilities I Environmental I Geotechnical I Materials 29

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Slope Stability
In the vicinity of 1) the south side of the proposed building, 2) the west side of the
proposed stormwater pond located west of the proposed building, and 3) the northwest
corner of the proposed building, adjacent to the road, increased fill slope inclinations of
2H:1V were requested to be analyzed due to limitations from property lines.
Mechanics of Stability
Slope stability analyses take into consideration material strength, presence and
orientation of weak layers, water (piezometric) pressures, surcharge loads, and the
slope geometry. Mathematical computations are performed using computer-assisted
simulations to calculate a Factor of Safety (FS). Minor changes to slope geometry,
surface water flow and/or groundwater levels could result in slope instability. Reasonable
FS values are dependent upon the confidence in the parameters utilized in the analyses
performed, among other factors related to the project itself.
Geometric Analysis Results
Slope stability analyses were performed for the cross-section geometries obtained from
"Overall Paving, Grading & Drainage Plan", dated March 5, 2024, by Thomas & Hutton.
The purpose of these analyses was to evaluate the stability of slopes with inclinations of
2H:1V due to site restrictions such as property boundaries. Parameters for the analyses
were derived from our exploratory borings, experience, and laboratory tests. Stability
analyses were conducted using the computer program Slope/W Version 2022.1
developed by Geo-Slope International.
Based on the results of our field investigation, laboratory testing program, and
geotechnical analysis, development of the site is considered feasible from a geotechnical
viewpoint provided the conclusions and considerations provided herein are incorporated
into the design and construction of the project.
The stability of the slopes at the cross-section locations shown on the Exploration Plan
were analyzed based on the provided topography, proposed grading, soil properties
derived from our geotechnical exploration, laboratory test results and our experience
with similar soil conditions. Soil weathered rock properties used in the analyses are
shown below:
Moist Unit Drained Drained Friction
Material Weight (pcf) Cohesion (psf) Angle (degrees)
)
Structural Fill 115 50 28
Sandy Silt 115 50 28
Facilities I Environmental I Geotechnical I Materials 30

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina IblTerracon
April 10, 2024 I Terracon Project No. 71235122
Moist Unit Drained Drained Friction
Material Weight (pcf) Cohesion (psf) Angle (degrees)
)
Silty Sand 115 0 30
Partially Weathered 135 500 38
Bedrock (PWR)
Based on the analyses, the calculated FS for the critical surface identified in each section
is shown below. The typically accepted minimum FS for long-term slope stability
supporting improvements is 1.5. The slope stability results are included in the Appendix
of this report.
Minimum Calculated Factor-of-
Cross-Section Safety for Slopes
Non-Circular Failure Surface
A-A'
1.4
(South Side of Building)
B-B'
1.6
(South Side of Building)
C-C'
(West Side of 1.6
Stormwater Pond)
D-D'
(Northwest Corner of 1.5
Proposed Building
E-E'
(North Corner of 2.8
Proposed Building)
The minimum factor-of-safety for global stability at the cross sections analyzed is
approximately greater than 1.4.
Surficial Slope Stability
Surficial slope instability typically effects the upper 2 to 3 feet of the subsurface profile,
predominantly during extended wet periods. Regular maintenance should be anticipated
to identify and address changes in natural drainage creating potential for soil creep or
erosion near improvements. The maintenance program should include replacing or
replanting trees and grasses, as necessary, and grading the slope to reduce soil creep
and erosion. If future surficial slope erosion occurs near the crest of slopes, we
Facilities I Environmental I Geotechnical I Materials 31

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . Terracon
April 10, 2024 I Terracon Project No. 71235122
recommend the slope face be restored as soon as practical. We recommend irrigated
landscaping be setback a minimum of 20 feet from the crest of the slopes.
Fill slopes should be re-vegetated as soon as possible after grading and protected from
erosion until vegetation is established. Slope planting should consist of ground cover,
shrubs, and trees possessing deep, dense root structures that require minimum
irrigation. It is the responsibility of the owner to maintain such planting.
General Comments
Our analysis and opinions are based upon our understanding of the project, the
geotechnical conditions in the area, and the data obtained from our site exploration.
Variations will occur between exploration point locations or due to the modifying effects
of construction or weather. The nature and extent of such variations may not become
evident until during or after construction. Terracon should be retained as the
Geotechnical Engineer, where noted in this report, to provide observation and testing
services during pertinent construction phases. If variations appear, we can provide
further evaluation and supplemental recommendations. If variations are noted in the
absence of our observation and testing services on-site, we should be immediately
notified so that we can provide evaluation and supplemental recommendations.
Our Scope of Services does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or
identification or prevention of pollutants, hazardous materials or conditions. If the owner
is concerned about the potential for such contamination or pollution, other studies
should be undertaken.
Our services and any correspondence are intended for the sole benefit and exclusive use
of our client for specific application to the project discussed and are accomplished in
accordance with generally accepted geotechnical engineering practices with no third-
party beneficiaries intended. Any third-party access to services or correspondence is
solely for information purposes to support the services provided by Terracon to our
client. Reliance upon the services and any work product is limited to our client and is not
intended for third parties. Any use or reliance of the provided information by third
parties is done solely at their own risk. No warranties, either express or implied, are
intended or made.
Site characteristics as provided are for design purposes and not to estimate excavation
cost. Any use of our report in that regard is done at the sole risk of the excavating cost
estimator as there may be variations on the site that are not apparent in the data that
could significantly effect excavation cost. Any parties charged with estimating excavation
costs should seek their own site characterization for specific purposes to obtain the
specific level of detail necessary for costing. Site safety and cost estimating including
Facilities I Environmental I Geotechnical I Materials 32

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
excavation support and dewatering requirements/design are the responsibility of others.
Construction and site development have the potential to affect adjacent properties. Such
impacts can include damages due to vibration, modification of groundwater/surface
water flow during construction, foundation movement due to undermining or subsidence
from excavation, as well as noise or air quality concerns. Evaluation of these items on
nearby properties are commonly associated with contractor means and methods and are
not addressed in this report. The owner and contractor should consider a
preconstruction/precondition survey of surrounding development. If changes in the
nature, design, or location of the project are planned, our conclusions and
recommendations shall not be considered valid unless we review the changes and either
verify or modify our conclusions in writing.
Facilities I Environmental I Geotechnical I Materials 33

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Figures
Contents:
GeoModel (2 pages)
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site _
575 Grace Church Rd. I Salisbury, NC • rerracon
Terracon Project No. 71235122
2701 Westport Rd
Charlotte, NC
GeoModel
780
B-07
770 I
05
:-04 :-06
760 B-91 j[oz. .0.1... :-09 0.2 1-10
M
3 ���y o :-03 :-05 :-08
R s.s.g 6
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w 720 43:57
50 4 x Ft.
:
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/50
700 50
690
This is not a cross section.This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
Model Layer Layer Name General Description Legend
''—rTopsoil Elastic Silt with
1 Surficial Material Topsoil m Sand
niu Sandy Silt III Silty Sand
2 High Plasticity ELASTIC SILT with varying amounts of sand
Residual Soil
��/,Clayey Sand �(Weathered Rock
3 Low Plasticity Silty SAND,silty clayey SAND, SILT with varying amounts
Residual Soil of sand,sandy LEAN CLAY, and clayey SAND Silt with Sand ri Silty Clayey Sand
4 Partially Weathered Sampled as silty SAND,clayey SAND,and sandy SILT
Rock
NOTES:
Layering shown on this figure has been developed by the
= First Water Observation geotechnical engineer for purposes of modeling the subsurface
Second Water Observation conditions as required for the subsequent geotechnical engineering
for this project.
.t Third Water Observation Numbers adjacent to soil column indicate depth below ground
Groundwater levels are temporal.The levels shown are representative surface.
of the date and time of our exploration. Significant changes are
possible over time.
Water levels shown are as measured during and/or after drilling. In
some cases, boring advancement methods mask the presence/absence
of groundwater. See individual logs for details.

Grace Church Road Industrial Site _
575 Grace Church Rd. I Salisbury, NC • rerracon
Terracon Project No. 71235122
2701 Westport Rd
Charlotte, NC
GeoModel
780
770 B-12
0.5 B-13
. ---- 0.6
760 3 B-2'1"" .8.-22
' 4�1ei
���
j � ..115211 B 14 B 15 B 16 2
2Nut 2
14‘ --1��0.7 1 t 0.7 8.5%9,44 3
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7
t. ,ov ,ov �p� �3 • 1 v 1$ B 20 15Q73 ' 15‘
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740 11120 ...
8.5� ����17 '(� 37 8 / 8 4 '20
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0 .J.F�'.15... L 14,a.. 3':5i�
W DU 32.5 17\/ 17 20
w 720 MR 19.4
710 42
el,48.75
700
690
This is not a cross section.This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
Model Layer Layer Name General Description Legend
1 Surficial Material Topsoil '.-Topsoil IR
Sandy Silt
High Plasticity y 9 111�Silty Sand fl Sandy Elastic Silt
2 Residual Soil ELASTIC SILT with varying amounts of sand
Weathered Rock Sandy Lean Clay
3 Low Plasticity Silty SAND,silty clayey SAND, SILT with varying amounts �7;Clayey Sand Silt with Sand
Residual Soil of sand,sandy LEAN CLAY, and clayey SAND �y
Partially Weathered Elastic Silt with
4 Rock Sampled as silty SAND,clayey SAND,and sandy SILT Fri
NOTES:
Layering shown on this figure has been developed by the
= First Water Observation geotechnical engineer for purposes of modeling the subsurface
Second Water Observation conditions as required for the subsequent geotechnical engineering
for this project.
.t Third Water Observation Numbers adjacent to soil column indicate depth below ground
Groundwater levels are temporal.The levels shown are representative surface.
of the date and time of our exploration. Significant changes are
possible over time.
Water levels shown are as measured during and/or after drilling. In
some cases, boring advancement methods mask the presence/absence
of groundwater. See individual logs for details.

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Attachments
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Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . Terracon
April 10, 2024 I Terracon Project No. 71235122
Exploration and Testing Procedures
Field Exploration
Approximate Boring
Borings Location 2
Depth (feet) '
B-01 to B-11 11 to 50 Proposed Building Area
B-12, B-13, B-16 to B-18 15 Proposed Pavement Area
B-14 and B-15 32.5 to 48.8 Proposed Creek Crossing Area
B-19 to B-22 19.4 to 20 Proposed Stormwater Pond Area
1. Below existing grades.
2. See Exploration Plan for approximate locations.
Boring Layout and Elevations: Terracon personnel provided the boring layout using
handheld GPS equipment (estimated horizontal accuracy of about ±10 feet) and
referencing existing site features. Approximate ground surface elevations were obtained
by interpolation from the "Preliminary Grading Exhibit - Grace Church Industrial", date
January 23, 2024. If elevations and a more precise boring layout are desired, we
recommend borings be surveyed.
Subsurface Exploration Procedures: We advanced the borings with a ATV-mounted
rotary drill rig using hollow stem flight augers. Four samples were obtained in the upper
10 feet of each boring and at intervals of 5 feet thereafter. In the split-barrel sampling
procedure, a standard 2-inch outer diameter split-barrel sampling spoon was driven into
the ground by a 140-pound automatic hammer falling a distance of 30 inches. The
number of blows required to advance the sampling spoon the last 12 inches of a normal
18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value.
The SPT resistance values, also referred to as N-values, are indicated on the boring logs
at the test depths. We observed and recorded groundwater levels during drilling and
sampling. For safety purposes, all borings were backfilled with auger cuttings after their
completion.
The sampling depths, penetration distances, and other sampling information was
recorded on the field boring logs. The samples were placed in appropriate containers and
taken to our soil laboratory for testing and classification by a Geotechnical Engineer. Our
exploration team prepared field boring logs as part of the drilling operations. These field
logs included visual classifications of the materials observed during drilling and our
interpretation of the subsurface conditions between samples. Final boring logs were
prepared from the field logs. The final boring logs represent the Geotechnical Engineer's
interpretation of the field logs and include modifications based on observations and tests
of the samples in our laboratory.
Facilities Environmental I Geotechnical I Materials

Geotechnical Engineering Report
Grace Church Road Industrial Site I Salisbury, North Carolina . rerracon
April 10, 2024 I Terracon Project No. 71235122
Laboratory Testing
The project engineer reviewed the field data and assigned laboratory tests. The
laboratory testing program included the following types of tests:
■ Moisture Content
■ Atterberg Limits
■ Wash 200
■ Hydraulic Conductivity
The laboratory testing program often included examination of soil samples by an
engineer. Based on the results of our field and laboratory programs, we described and
classified the soil samples in accordance with the Unified Soil Classification System.
Facilities Environmental I Geotechnical I Materials

Geotechnical Engineering Report � ferracon
Grace Church Road Industrial Site I Salisbury, North Carolina
April 10, 2024 I Terracon Project No. 71235122
Site Location and Exploration Plans
Contents:
Site Location
Exploration Plan
Note: All attachments are one page unless noted above.
Facilities I Environmental I Geotechnical I Materials

Geotechnical Engineering Report � ferracon
Grace Church Road Industrial Site I Salisbury, North Carolina
April 10, 2024 I Terracon Project No. 71235122
Site Location
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DIAGRAMAli
`IS FOR GENERAL LOCATION ONLY,AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
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Geotechnical Engineering Report r ferracon
Grace Church Road Industrial Site I Salisbury, North Carolina
April 10, 2024 I Terracon Project No. 71235122
Exploration Plan (1 of 3)
LEGEND 'a.
Approximate Building Boring Location
:" ':-- as. 4
r �-
ly Approximate Pavement Boring Location ,,...+ 11� B-12
411- Approximate Creek Crossing Boring Location i. rri
Approximate Stormwater Pond Boring Location
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SITE OVERLAY PROVIDED BY THOMAS&HUTTOM, DATED 0305/2024
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Geotechnical Engineering Report ierracon
Grace Church Road Industrial Site I Salisbury, North Carolina
April 10, 2024 I Terracon Project No. 71235122
Exploration Plan (2 of 3)
_ , ,
1.
LEGEND /ii' `� '
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Approximate Building Boring Location �` i ,i♦�i/ .....
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Approximate Pavement Boring Location ♦''' ' .' �'�. �•k
W Approximate Stormwater Pond Boring Location ' l 1• at.,
, 'rtt f/ J� ,
• i
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Approximate Slope Stability Analysis Section sI - • .1 G
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SITE OVERLAY PROVIDED BY THOMAS&HUTTOM, DATED 03/05/2024
Facilities I Environmental I Geotechnical I Materials

Geotechnical Engineering Report � ;erracon
Grace Church Road Industrial Site I Salisbury, North Carolina
April 10, 2024 I Terracon Project No. 71235122
Exploration Plan (3 of 3)
LEGEND ;i ii
lir Approximate Pavement Boring Location i /t
1 1
Approximate Creek Crossing Boring Location , -4 _
• `(P.M... -
41,
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Approximate Stormwater Pond Boring Location or. _
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DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
SITE OVERLAY PROVIDED BY THOMAS&HUTTOM, DATED 03/05/2024
Facilities I Environmental I Geotechnical I Materials

Exploration and Laboratory Results
Contents:
Boring Logs (B-01 through B-22) (22 pages)
Summary of Laboratory Results
Atterberg Limit Results
Hydraulic Conductivity Results (4 pages)
Slope Stability Sections (5 pages)
Note: All attachments are one page unless noted above.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site • rerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-01
Atterberg
o, Location: See Exploration Plan y a) o
i- J y > o >, N N v Limits y
u Latitude: 35.6130°Longitude: -80.5427°Co m 0 I— ,v,+� a) aa)i
Ti.) s t Z Z. 'p �n fp i C
o y v C LL-PL-PI a it
Z c9 0 p ,o " u
Depth (Ft.) Elevation: 757(Ft.)+/-
t .>`t ."0.8 TOPSOIL, 10 inches - 796 2
ELASTIC SILT WITH SAND(MH), brown and black,stiff to very stiff, > \ 6 7-11
residual N=18 ,
2
With gray and white — 5-5-5 40.9 50-33-17 78
' 5.5 751.5 5- X N=10 ,
SANDY SILT(ML),white,gray and brown, medium stiff to very stiff —1X 2-3-5
N=8
5-5-6
• 10- X N=11
/ \ 5-5-6
• 15- N=11
•
•
V N•
=7
20- >K ,
X 2-3-5
•
25- W ' ` N=8
•
With black — = V 3-4-6
30 /\ N=10
V 4-4-8
• 35— /\ N=12
•
•
6-11-15
. ' •
\40- N=26 ,
>/ 4-6-10
Orr•
/\ N=16
• 47.0 710
SILTY SAND(SM), fine to coarse grained, black and gray, medium
dense \ ,
.50.0 707 /x� 7-6-12
Boring Terminated at 50 Feet
50 N=18
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). iv While drilling CME 550
See Supporting Information for explanation of symbols and abbreviations.
m At completion of drilling
Elevation Reference:Elevations were interpolated from a topographic site plan. Hammer Type
V After 10 days Automatic
ESA Wet Cave-In Driller
Logan
Notes Advancement Method Logged by
Hollow stem auger M.Coleman
Boring Started
02-06-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-06-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site llerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-02
o, Location: See Exploration Plan a, a) o AtterbergLimits
i. J y > o >, u) v Limits y
u Latitude: 35.6130°Longitude: -80.5440° _03 a) H , CD al
v s s 2 Z. a ^ 0 v a
a v m N v c LL-PL-PI as it
Z (3 8 p [n LL u
Depth (Ft.) Elevation: 747(Ft.)+/-
TOPSOIL, 2 inches /\ 746 8' _
CLAYEY SAND(SC),fine to medium grained, black and brown, — X 12-17-20
y% medium dense to very dense, residual — N=37
25-36-40
• 5— N=76
•
S With light brown _ u 15-13-15
8.0 739 — C \ N=28 ,
SILTY SAND(SM),fine to medium grained, brown, black,and light 16-17-21
brown,dense N=38
10—
12.0 735 _
PARTIALLY WEATHERED ROCK(PWR),sampled as brown, black and _
light brown,silty SAND
50/4 4
15-
16.9 730.1
Auger Refusal at 16.9 Feet 50/0"
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). Dry while drilling CME 550
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 9 days Automatic
gigg Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-07-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-07-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site llerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. 6-03
o, Location: See Exploration Plan a, a., o Atterberg
i, J y > o >, v) � v Limits y
u Latitude: 35.6126°Longitude: -80.5435° _03 a) I— p; as a)
v s s 2 n a ^ 0 v a
a v m N v c LL-PL-PI o it
Depth (Ft.) Elevation: 754(Ft.) +/-
I .'•0.1 TOPSOIL, 1 inch / 753.9 —
SILTY SAND(SM), fine to coarse grained, black, brown and gray, — ` \ 7-8-10
medium dense to very dense, residual N=18 ,
3 -
- /\V 23-41-20N=61
748
5=�
PARTIALLY WEATHERED ROCK(PWR), sampled as black, brown and — 50/5" ,
gray silty SAND
4
10
• ' \ 50/4"
11.0 743
to-t
Auger Refusal at 11 Feet 50/0"
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). Dry while drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. Dry at completion of drilling Hammer Type
V After 9 days Automatic
gigg Dry Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-07-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-07-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site • rerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-04
o, Location: See Exploration Plan a, a) Atterberg
w o c Q ,° o Limits
> J > O >` of N .. a-i
J u_ Latitude: 35.6122°Longitude: -80.5432° _1.@ a) I— a;+, aci v
N . .c O- -o 0 m i s
o 03 C m . E v c LL-PL-PI as"
Depth (Ft.) Elevation: 762(Ft.) +/- _
`'"•`(L2/\TOPSOIL, 2 inches /\ 761 8
SILT WITH SAND(ML), brown,gray and white, medium stiff to stiff, ' \ 4-5-6
residual N=11
— X 3-4-6
5- N=10
—
X 3-4-5
N=9
2-3-4 41.4 46-35-11 80
10- X1r N_7
0-3-3
3 15 N=6
X 4-6-8
20- N=14
3-5-6
25- N=11
%SSG\ /
/x\ 3-4-7
30.0 732 30 N=11
Boring Terminated at 30 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). Dry while drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 9 days Automatic
ESA Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-07-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-07-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site llerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. 6-05
o, Location: See Exploration Plan N a, o Atterberg
i- J y > o >, in � v Limits y
u Latitude: 35.6124°Longitude: -80.5444° D'0 . H' a; a a�i al
v s s 2 Z. a ^ 0v i' c
a v m to E v g c LL-PL-PI o it
Depth (Ft.) Elevation: 754(Ft.) +/-
70.1
\TOPSOIL, 1 inch / 753.9 _
SILTY CLAYEY SAND(SC-SM), fine to medium grained,greenish — >\ 91s18
black and light brown, medium dense to very dense, residual N=33
— V 14-25-26
5= l\ N=51
_ 7-11-18
� ,8.0 746 — X N=29 ,
SANDY SILT(ML), gray and light brown,very stiff 10-10-16
1� N=26
12.0 742 _
SILTY SAND(SM),fine to coarse grained,gray and brown, medium —
3 dense to dense C ,
X 9-11-11
15- N=22 ,
— X 14-12-15
20- W " \ N=27 ,
X 24-32-15
27.0 727 _
4 PARTIALLY WEATHERED ROCK(PWR), sampled as gray, clayey —
�/`28.9 SAND 725.1 -1 50/5"
Boring Terminated at 28.9 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). Dry while drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 9 days Automatic
gigg Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-07-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-07-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site • rerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-06
Atterberg
o, Location: See Exploration Plan v, —
i- J y > o >, m u, v Limits y
C in
u Latitude: 35.6119°Longitude: -80.5440° _i m F 4-' c v el
v s .0 2 Z. � '" `0 v Ll c
o y v c LL-PL-PI a it
Z 0L p co " U
Depth (Ft.) Elevation: 762(Ft.) +/-
1 •.•0.1 \TOPSOIL, 1 inch / 761.9
SANDY SILT(ML), black and brown,stiff to very stiff 3-4-6
N=10
•
— V 5-7-9
.. • 5— /\ N=16•
V 7-8-10N=18• /\
10- V 8-11-14
/\ N=25 17.0 NP 64
•
*12.0 750
SILTY SAND(SM), fine to medium grained, light brown,gray, and
white, medium dense
457
15— X N=12
V 6-7-10
20- /\ N=1717 ,
V 9-7-13
25- /\ N=20 ,
� 7-9-12
3a— N=21 ,
V 8-11-13
35- /\ N=24 ,
5-6-8
40- N=14
With fine to coarse _
V 11-13-15
45- /\ N=28 ,
— \ 6-9-13
• •' :50.0 712 50 N=22
Boring Terminated at 50 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). v While drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 9 days Automatic
ESA Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-09-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site • rerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-07
o, Location: See Exploration Plan a, a Atterberg
a, o c Q ,° ,, Limits
> J > O >, of N .. .6,
u_ Latitude: 35.6114°Longitude: -80.5436° _@ a) I— a;+, aa) v
✓ . .c a -6 � ° � � c
o v m v° E v c LL-PL-PI as"
Depth (Ft.) Elevation: 771(Ft.) +/- _
9 J'k: <0 9,\TOPSOIL, 6 inches /` 770 S
'.. SANDY SILT(ML), dark brown, brown and red, medium stiff to stiff, X 4-6-8
residual N=14 ,
4-6-7
31.6 47-42-5 63
.. 5— N=13 ,
•
With light brown and gray — 3-5-6
•
N=11
. , > \ 4-6-6
• 10— N=12
•
•
15— N=10
3 ,
•
. 3-3-4
42.4 48-42-6 51
20-
N=7
22.0 749
SILTY SAND(SM), fine to medium grained, light brown, brown and
gray, medium dense to dense
5-10-12
25— N=22
X 18-20-18
30.0 741 30 N=38
Boring Terminated at 30 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). Dry while drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
Automatic
Bigd Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-07-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-07-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site llerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-08
o, Location: See Exploration Plan a o) Atterberg
>, J • >TD a v Limits y
u Latitude: 35.6117°Longitude: -80.5448° 03 I- p; as al
✓ n u, 0v i'c
a v m N v LL-PL-PI Da-)it
(3 p [n LL cej
Depth (Ft.) Elevation: 754(Ft.) +/-
I ' 0.1 TOPSOIL, 1 inch / 753.9
SANDY SILT(ML), light brown,gray and green,stiff, residual C \ 3-4-4
— N=8
- X 3-5-6
5- N=11
— X 3-4-6
N=10
• • N10
1� >- K N=10
• 12.0 742 _
SILTY SAND(SM),fine to medium grained,gray and brown, —
medium dense to dense V 8-15-16
3 15—- 717 N=31
•
—-�
V 16-14-11
20- /\ N=25
22.0 732 _
• SANDY SILT(ML), gray and brown, stiff to very stiff
>/ 6-6-6
25- l- \ N=12
•
•
•
- X/ 4-8-9
30.0 724 30 /- \ N=17 • —
Boring Terminated at 30 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). Dry while drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 9 days Automatic
gigg Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-07-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-07-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site llerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. 6-09
o Location: See Exploration Plan N a) o Atterberg
i, J y > o >, v) � v Limits y
C in
u Latitude: 35.6111°Longitude: -80.5445° _ 0 I— a; c as al
v s s Z Z. a ^ 0 v a
a v m N v c LL-PL-PI o it
Z C9 8 �p [n LL cej
Depth (Ft.) Elevation: 760(Ft.)+/-
`1.2ATOPSOIL, 2 inches 1' 759 8 —
SANDY SILT(ML),dark brown and brown,stiff, residual — 6-6-5
N=11
— V N=12
'5.5 754.5 5— >K N12 ,
SILTY SAND(SM),fine to medium grained, light brown and gray, — 5-11-12 •
medium dense to dense — N=23 15.8 NP 48
V 6-8-8
10—
�\ N=16
V 7-16-15
15- l\ N=31
Dark gray and white,with rock fragments —
1r->K 20-22-26
20- N=48 ,
• V 16-15-15
25- /\ N=30 ,
— \ 21-17-17
30.0 730 30 N=34
Boring Terminated at 30 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). Dry while drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 9 days Automatic
gigg Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-07-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-07-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site • rerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-10
cn Location: See Exploration Plan N a) Atterberg
v o Q ,c ° o Limits
> J > O >` of V) .., .6,
u Latitude: 35.6105°Longitude: -80.5441°MI LL _i ra a) I— a;+, a) N
o 03 v m v°1i E Ii c LL-PL-PI as"
Z U 0 -8u) " U
Depth (Ft.) Elevation: 756(Ft.) +/- _
1 *'7."•'•,1.0 7 \TOPSOIL, 8 inches / 7S5 3
SANDY SILT(ML), light brown,gray and black,stiff, residual X 2-5-9
3.0 753 N=14 ,
SILTY SAND(SM), fine to medium grained, light brown,gray,and 3-7-9
black, medium dense X N=16 18.1 NP 30
. . 5-
X 5-10-10
N=20
With white — X
5-8-11
10- N=19
12.0 744
SANDY SILT(ML), light brown and gray,very stiff to hard
X 4-7-11
•
• 15— - N=18
•
•
X 7-14-23
.. 20- N=37
22.0 734
SILTY SAND(SM), fine to medium grained, brown and gray, dense
X 6-15-27
25- N_42 ,
27.0 729
SANDY SILT(ML), light brown, hard
•
X
16-20-25
• 30— m N=45 ,
.32.0 724 —
♦ PARTIALLY WEATHERED ROCK(PWR), sampled as light brown, —
sandy SILT X 20-37-50/5"
♦ 35-
♦ — X 21-50/5"
a ♦ 4a-
,42.0 714 liE
♦ PARTIALLY WEATHERED ROCK(PWR), sampled as gray and black, gi
silty SAND >< 27-50/4"
♦ 45-
♦ — x 31-50/4"
50.0 706 50
Boring Terminated at 50 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). Dry while drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 7 days Automatic
ESA Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-09-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-09-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site • rerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-11
cn Location: See Exploration Plan N o Atterberg
v o �, c Q ,° o Limits
>• J > O >` of V) .. a-,
u Latitude: 35.6110°Longitude: -80.5452° _i m a) I— a;+, a) v
v f .c a -6 � ° � � c
o 03 O.
m v°1i E v c LL-PL-PI as"
Z (7 0 p In " u
Depth (Ft.) Elevation: 748(Ft.) +/-
SANDY SILT(ML), gray, light brown and black, medium stiff to very
stiff, residual _ 4-4-4
N=8
• — X 5-6-10
5- N=16
— X 4-6-9
N=15
X 3-3-4
♦ 10— N=7
/ \ 3-4-5
15— N=9
• 17.0 731
SILTY SAND(SM), trace gravel, fine to medium grained, light
brown, medium dense _��
5-7-9
20- N=16
6-7-11
-
- _� / \25 ;;.x N=18
1:27.0 721
' SANDY SILT(ML), olive green, white and gray, very stiff
X 5-7-11
30- N=18
32.0 716
l'• ; SILTY SAND(SM), fine to medium grained, light brown, medium
dense
/ \ 5-8-9
35- N=17 ,
5-6-13
40- N=19
42.0 706
SANDY SILT(ML), gray, black and white, hard
/ \ 11-15-19
Orr N=34
— X 8-12-18
.. .50.0 698 50 N=30
Boring Terminated at 50 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). 77 While drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 7 days Automatic
ESA Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-09-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-09-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site llerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-12
o, Location: See Exploration Plan ,-. N a� o AtterbergLimits
i, J y > o >, v) v Limits y
C in
u Latitude: 35.6168°Longitude: -80.5416° _< 0 I— p; a (I))
v s s 2 Z. a ^ 0v i' c
a v m N v c LL-PL-PI a it
Depth (Ft.) Elevation: 768(Ft.)+/-
t .'i"'4) ceTOPSOIL, 6 inches 7. 767 5 —
SANDY SILT(ML), brown and very light brown, medium stiff to stiff, — 3-4-6
residual N=10
— V N=6
rj— >- (
• With black _ V 4-5-5
s — l- \ N=10
V 2-2-3
1� �- \ N=5
— 2-3-4
15.0 753 15- X- . N=7
Boring Terminated at 15 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). ,7 While drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
Automatic
Mg Dry Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-06-2024
Abandonment Method ring
Boring backfilled with auger cuttings upon completion. Bo Burin Co Completed
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site llerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-13
o Location: See Exploration Plan N a� -• AtterbergLimits
i, J y > o >, u) v Limits y
C in
u Latitude: 35.6159°Longitude: -80.5416° LL _03 0 I— p; 0 el
v s s 2 Z. a ^ 0 v a
a v m N v c LL-PL-PI a it
Depth (Ft.) Elevation: 764(Ft.)+/-
1 .,4—.1 a,TOPSOIL, 7 inches 763 4
SILTY SAND(SM),fine to coarse grained, light brown and brown, —— X 4-6-6
loose to medium dense, residual N=12 ,
With green — V 6-6-8
5-
l\ N=14 28.1 41 31 10 49
334
3 —- X N-7 ,
101 >K- V =-5
N=9
' 1,••12.0 752 _ W
SANDY SILT(ML), green and white,stiff -
• 15.0 749 1 J 4-5-6
Boring Terminated at 15 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). ,7 While drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
Automatic
Mg Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-08-2024
Abandonment Method ring Completed
Boring backfilled with auger cuttings upon completion. Bo Boris Co
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site • rerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-14
Atterberg
o, Location: See Exploration Plan y o
i, J - > o a . •v Limits y
u Latitude: 35.6149°Longitude: -80.5417°Co m 5 F ,v, c a) a)
v s s 2 Z. , `0v ��
o m o m N E v c LL-PL-PI o-LL
Z c9 0 p g " U
Depth (Ft.) Elevation: 752(Ft.)+/-
SANDY ELASTIC SILT(MH), brown,stiff, residual —
2 >— 3-4-5
SANDY SILT(ML), with mica, brown, medium stiff to hard — 3-3-4
. / ,5— N=7
With red and green — 8 9 15
•
/\ N=24
10- � " 10-10-10N0
•
/ \ 5-6-6
• 15- N=12
—
V 6-11-19
20- /\ N=30
3
— V 15-15-19
25 r� /\ N=34 ,
.27.0 725
SILTY SAND(SM),fine to medium grained, brown to dark gray,
medium dense to dense
9-10-19
30- N=29
V 7-10-21
White and light brown
\ 12-21-25
4� N=46 ,
42.0 710
PARTIALLY WEATHERED ROCK(PWR), sampled as black, white and
♦ light brown,silty SAND
45-
48.8 703.25 —1 50/3" I
Boring Terminated at 48.8 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). v While drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 10 days Automatic
ESA Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-06-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-06-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site llerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-15
o, Location: See Exploration Plan a, a) o Atterberg
i- J y > o >, u) � v Limits y
o Latitude: 35.6148°Longitude: -80.5415° _03 (p H p; ali a`)
v s s 2 n a ^ 0 v a_.
a v m N E v c LL-PL-PI o-LE
Depth (Ft.) Elevation: 753(Ft.)+/-
1 .">••\"0 7\TOPSOIL,8 inches , 752 3 _
SANDY SILT(ML), brown,stiff, residual —�X A). 4-55
3.0 750 N=10 ,
SANDY LEAN CLAY(CL),white and gray, medium stiff ` \ 3-3 3
5.5 747.5j— N=6
f CLAYEY SAND(SC),fine to coarse grained, brown,white,and gray, - 4-2-4
loose — N=6
8.0745 _SANDY SILT(ML), brown,white,and gray,very stiff — X 15-12-15
1� ` N=27 ,
12.0 741 "„
SILTY SAND(SM),fine to coarse grained, brown,white,and gray,
medium dense / \
4-5-6
15-- N=11 ,
17.0 736
PARTIALLY WEATHERED ROCK(PWR),sampled as brown,white and
gray,silty SAND
/�l_ 10-23-50/5"
4 20-
22.0 731
SILT WITH SAND(ML), light brown and white,very stiff, residual
V 10-12-15
25- /\ N=27 ,
27.0 726
PARTIALLY WEATHERED ROCK(PWR),sampled as gray, light
brown,and white,sandy SILT _ 50/4"
4 30-
32.5 720.5 —
Auger Refusal at 32.5 Feet 50/0"
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). ,7 While drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 10 days Automatic
Mg Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-06-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-06-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site llerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-16
o Location: See Exploration Plan a, a) o Atterberg
i) J '- > a ,,, Limits y
C in
u Latitude: 35.6134°Longitude: -80.5428° _to co I— p; aa) a)
v s s 2 Z. a ^ co a) i' c
a v m N v c LL-PL-PI a it
Depth (Ft.) Elevation: 753(Ft.)+/-
1 •N'7.''•�.0 7\TOPSOIL,8 inches" / 752 3 - ` /
SANDY SILT(ML), red, brown,and light brown,stiff, residual - ` \ 6-6-7
, N=13
V 5-6-6
747.5j- l\ N=12 ,
SILT WITH SAND(ML), brown,white,and gray, medium stiff to stiff —� x 3-3-4
•
3 —
C \ N=7
V 2-5-4
1� /\ N=9
.,15.0 738 X 2-4-5
Boring Terminated at 15 Feet
1. ` N=9 4 .
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). ,7 While drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 10 days Automatic
Mg Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-06-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-06-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site • rerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-17
o, Location: See Exploration Plan v, o Atterberg
✓ o c Q ,° ,, Limits
> J > O >` of V) .. a..i
u Latitude: 35.6128°Longitude: -80.5445° � _i ca a) F a;+, v v
✓ IR i a , ° c
o O. m v° E v c LL-PL-PI as"
Z U L p cc/3 " U
Depth (Ft.) Elevation: 744(Ft.) +/-
t >i1c: 0 7 TOPSOIL, 8 inches / 743 3
SILT WITH SAND(ML), brown and black, very stiff, residual
.4•:3.0 741 _ N=17
SANDY SILT(ML), olive green, very stiff - 10-12-17
5.5 738.5 rj- 6-8-9
N=29
: *' SILTY SAND(SM), fine to coarse grained, olive green, medium —•
\ /
dense _ N=15
X\ 7-6-9
8.0 736
SILT WITH SAND(ML), black with white,stiff \/ 5-6-9
10— N=15
::..112.0 732 —
SILTY SAND(SM), fine to medium grained, black with white,
medium dense —
. 15.0 15 N=12
729 6-6-6
Boring Terminated at 15 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). Dry while drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. Dry at completion of drilling Hammer Type
V After 10 days Automatic
BM Dry Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-06-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-06-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site llerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-18
o, Location: See Exploration Plan N a) o AtterbergLimits
i. J y > o >, u) v Limits y
C in
u Latitude: 35.6114°Longitude: -80.5453° _03 (p I— p; eel
v s s 2 Z. a ^ 0 v a
a v m N v c LL-PL-PI o it
Z CD 0 p [n LL u
Depth (Ft.) Elevation: 744(Ft.) +/-
I '•0.1 TOPSOIL, 1 inch / 743.9 — ` /
SILTY SAND(SM), fine to medium grained,gray, medium dense to — ` \ 8-12-13
dense, residual N=25 ,
3 - V 12-9-15
5- l\ N=24 ,
V 9-18-27
736 —� N=45 ,
PARTIALLY WEATHERED ROCK(PWR), sampled as gray,silty SAND
14-34-50/4"
10-
4 -
-
,14.3 729.7 — x 44-50/3" ,
Boring Terminated at 14.3 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). Dry while drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. Dry at completion of drilling Hammer Type
V After 9 days Automatic
gigg Dry Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Hollow Stem Auger M.Coleman
Boring Started
02-07-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-07-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site • rerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-19
o, Location: See Exploration Plan N o Atterberg
✓ o c Q ,° o Limits
> J > O >` of N .. .6,
v_ Latitude: 35.6122°Longitude: -80.5456° -@ a) I— a;+, aci v
Ti.) I -c a -6 � ° � � c
o v m v°1i E v c LL-PL-PI as"
Z c7 0 p rn " u
Depth (Ft.) Elevation: 740(Ft.) +/-
SILTY SAND(SM), fine to coarse grained, gray and light brown, 4-7-15-20
medium dense to very dense, residual N=22
_ 18 22 24 30 14.1 NP 42
N=46
X 6-11-14-27
5- N=25
Fine to medium grained _ X 32-24-20-22
N=44
10— . 10.6 NP 26
12-16-46
15— N=62
17.0 723 _
PARTIALLY WEATHERED ROCK(PWR), sampled as gray, silty SAND
4
19.4 720.6 — x 42-50/5"
Boring Terminated at 19.4 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). Dry while drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 8 days Automatic
ESA Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Undisturbed sample obtained from 9 to 11 feet from offset boring. Hollow Stem Auger M.Coleman
Boring Started
02-08-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-08-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site llerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-20
o, Location: See Exploration Plan a) o AtterbergLimits
i. J y > a v Limits y
u Latitude: 35.6107°Longitude: -80.5453° 03 I- p; a al
v s s 2 0. au, 0 Llc
a v m N v c LL-PL-PI a LL
c9 �p O LL v
Depth (Ft.) Elevation: 742(Ft.)+/-
d�f SANDY LEAN CLAY(CL),with manganese, brown and light brown, 2-3-5-5 26.9 35 19 16 68
% •2.0 medium stiff, residual 740 _ N=8
SILT WITH SAND(ML), brown,gray and white, medium stiff to stiff 5-6-5-6
N=11
_ 2-3-3-3
5 41.9 40-32-8 77
• N=6
_ 5-5-5-7
• N=10
• 2-3-3-6
s 10— N=6
V 2-4-6
15- /\ N=10
• No recovery 3-3-5
20.0 722 20 / , N=8
Boring Terminated at 20 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). While drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 8 days Automatic
Mg Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Undisturbed sample obtained from 4 to 6 feet from offset boring. Hollow Stem Auger M.Coleman
Boring Started
02-08-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-08-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site llerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-21
o Location: See Exploration Plan a, o Atterberg
0) J - > a 6 ,,, Limits y
in
u Latitude: 35.6134°Longitude: -80.5425° _to co I— p; aa) a)
v s s 2 Z. a ^ 0 v a
a v m N v c LL-PL-PI a it
2 I7 8 �p v) LL U
Depth (Ft.) Elevation: 758(Ft.)+/-
9 *it
sr -S,,,TOPSOIL,6 inches , 757 s _ 2-3-3-5
2 J. .0 ELASTIC SILT WITH SAND(MH), brown, medium stiff, residual 756 _ N=6
-
SANDY SILT(ML), red, brown,and gray,stiff _ . 3-6-9-11
4.0 754 N=15
L.: l• SILTY SAND(SM),fine to coarse grained, red, brown,and grayish _ . 5-10-8-7
6.0 green, medium dense 752 5 N=18
SANDY SILT(ML), red, brown,and gray, medium stiff to very stiff . 9-10-10-10
♦ N=20
3-3-4-8
1�� N=7
•3
•
•
1 �/ 3-4-5
/.\ N-9
36.6 48-41-7 60
•
/ ` 5-6-9
20.0 738 20 N=15
Boring Terminated at 20 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). ,7 While drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 8 days Automatic
Mg Wet Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Undisturbed sample obtained from 15 to 17 feet from offset boring. Hollow Stem Auger M.Coleman
Boring Started
02-08-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-08-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site llerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Boring Log No. B-22
o, Location: See Exploration Plan a, a) o Atterberg
i, J - > o >, u) � v Limits y
al
u Latitude: 35.6155°Longitude: -80.5418° _03 a) I— p; ate) al
v s s 2 Z. a ^ 0v i' c
a v m N v c LL-PL-PI a-it
Z C7 8 �p v) LL U
Depth (Ft.) Elevation: 759(Ft.)+/-
SANDY SILT(ML), brown to light brown,gray, and white, medium _� 2-2-6-5
stiff, residual _ N=8
—
755
6-7-8-9
—
N=15
SILTY SAND(SM),fine to coarse grained, brown,gray,and white, _ 4-6-8-11
medium dense to dense 5 N=14
_ 12-15-15-15
N=30
10 12 16 15
1� N=28
— 23.0 41-38-3 40
12
-12-13
N1253
17.0 742 _
SANDY SILT(ML), white and gray, very stiff -
- V 10-11-12
20.0 739 20 /\ N=23
Boring Terminated at 20 Feet
See Exploration and Testing Procedures for a description of field and laboratory procedures used and Water Level Observations Drill Rig
additional data(If any). •7 While drilling CME-550X
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference:Elevations were interpolated from a topographic site plan. m At completion of drilling Hammer Type
V After 8 days Automatic
Mg Dry Cave-In Driller
L.Ard
Notes Advancement Method Logged by
Undisturbed sample obtained from 10 to 12 feet from offest boring. Hollow Stem Auger M.Coleman
Boring Started
02-08-2024
Abandonment Method Boring Completed
Boring backfilled with soil cuttings after delayed water Boring
02-08-2024
levels were measured.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site • rerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Atterberg Limit Results
ASTM D4318
60 /
/
/
50 /
// CS
/
/
/ G*Z%
40 /
Lo
/
20 // of
/
•
// MH or OH
/
/
10 // 0 m
4 — /Ar47/ / / ML of, OL
1
10 16 20 30 40 50 60 70 80 90 100 110
Liquid Limit
Boring ID Depth (Ft) LL PL PI Fines USCS Description
• B-01 3.5- 5 50 33 17 77.9 MH ELASTIC SILT with SAND
I B-04 8.5- 10 46 35 11 79.7 ML SILT with SAND
A B-06 8.5- 10 NP NP NP 63.7 ML SANDY SILT
* B-07 3.5- 5 47 42 5 63.4 ML SANDY SILT
O B-07 18.5-20 48 42 6 51.3 ML SANDY SILT
O B-09 6-7.5 NP NP NP 47.8 SM SILTY SAND
O B-10 3.5- 5 NP NP NP 30.4 SM SILTY SAND
A B-13 3.5- 5 41 31 10 48.8 SM SILTY SAND
o B-19 2-4 NP NP NP 42.3 SM SILTY SAND
® B-19 9- 11 NP NP NP 25.6 SM SILTY SAND
❑ B-20 0-2 35 19 16 67.8 CL SANDY LEAN CLAY
9 B-20 4-6 40 32 8 76.5 ML SILT with SAND
O B-21 15- 17 48 41 7 59.6 ML SANDY SILT
* B-22 10- 12 41 38 3 39.6 SM SILTY SAND
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site jlerracon
575 Grace Church Rd. I Salisbury, NC 2701 Westport Rd
Terracon Project No. 71235122 Charlotte, NC
Summary of Laboratory Results
BoringWater Liquid Plastic Plasticity
q Depth(Ft.) Soil Classification Content 0/0Fines
ID USCS (oh) Limit Limit Index
B-01 3.5-5 ELASTIC SILT WITH SAND(MH) 40.9 50 33 17 77.9
B-04 8.5-10 SILT WITH SAND(ML) 41.4 46 35 11 79.7
B-06 8.5-10 SANDY SILT(ML) 17.0 NP NP NP 63.7
B-07 3.5-5 SANDY SILT(ML) 31.6 47 42 5 63.4
B-07 18.5-20 SANDY SILT(ML) 42.4 48 42 6 51.3
B-09 6-7.5 SILTY SAND(SM) 15.8 NP NP NP 47.8
B-10 3.5-5 SILTY SAND(SM) 18.1 NP NP NP 30.4
B-13 3.5-5 SILTY SAND(SM) 28.1 41 31 10 48.8
B-19 2-4 SILTY SAND(SM) 14.1 NP NP NP 42.3
B-19 9-11 SILTY SAND(SM) 10.6 NP NP NP 25.6
B-20 0-2 SANDY LEAN CLAY(CL) 26.9 35 19 16 67.8
B-20 4-6 SILT WITH SAND(ML) 41.9 40 32 8 76.5
B-21 15-17 SANDY SILT(ML) 36.6 48 41 7 59.6
B-22 10-12 SILTY SAND(SM) 23.0 41 38 3 39.6
Facilities I Environmental I GeotechnicalI Materials

MEASUREMENT OF HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MATERIALS
USING A FLEXIBLE WALL PERMEAMETER
ASTM D 5084-90 METHOD C TEST WITH INCREASING TAILWATER LEVEL
PROJECT: Grace Church Rd.Indust.Site TERRACON JOB#: 71235122
SAMPLE Sh DATE: 2/27/2024
ID: B-19e(9.0-11.01
DESCR.: Greenish-Gray Silty SAND with mica-SM BURETTE Area 0.985 cm^2
INITIAL
MOISTURE% DENSITY
W&T,g 458.02 WET WT,g 1058.7 SPEC GRAV: 2.650 REMOLD(Y/N): No
D&T,g 415.72 DIA,in 2.86 7.27 cm POROSITY,%: 22.5 PROCTOR: NA
T,g 15.84 HT,in 4.42 11.24 cm SATURATION,%: 96.7 OPTIMUM: NA
AREA 41.48 cm^2 VOID RATIO: 0.29 COMPACTION,%: NA
MOIST- DENSITY: 141.8 PCF WET OVER OPTIMUM,%: NA
URE,% 10.6 DENSITY: 128.2 PCF DRY
-
SATURATION: CHAMBER PRESS.: 73.0 psi BACK PRESSURE(=UPPER=LOWER): 70.0 psi
TEST: CHAMBER PRESS.: 80.0 psi UPPER: 70.0 psi LOWER: 70.0 psi
EFFECT.CONSOL.STRESS: 10.0 psi BIAS PRESSURE(=LOWER-UPPER) 0.0 psi
Burette Reading ELAPSED DELTA OUT IN
Upper Lower TIME, H Ln HYD CON FLOW FLOW OUT/IN HYD %FROM TEMP.: TEMP.
_ cm cm min cm H1/H2 k,cm/sec cm^3 cm^3 RATIO GRAD MEAN k C CORR.:
0.0 25.9 0.00 25.9
0.9 25.0 6.40 _ 24.1 0.072103 2.46E-05 0.9 0.9 1.00 2.1 2 21 0.980
1.1 24.8 8.05 23.6 0.018868 2.49E-05 0.2 0.2 1.00 2.1 0 21 0.980
1.5 24.4 10.60 23.0 0.028988 2.48E-05 0.3 0.3 1.00 2.0 1 21 0.980
2.1 23.7 15.78 21.6 0.060625 2.55E-05 0.7 0.7 1.00 1.9 2 21 0.980
HYDRAULIC CONDUCTIVITY(k)=LAVERAGE _ 2.5E-05 cm/sec
MAXIMUM 1.0E-03 TO 1.0E-04 2 0.75< %<25 AT
HYDRAULIC 1.0E-04 TO 1.0E-05 5 RATIO >1.0E-8
GRADIENT 1.0E-05 TO 1.0E-06 10 <1.25 OR
1.0E-06 TO 1.0E-07 20 %<50 AT
1.0E-07 TO 1.0E-10 30 <1.0E-8
NUMBER OF PORE VOLUMES PASSED= 0.0201
C 1.0E-03
0 -
N -
D
U
H C
Y i 1.0E-04 -
D V -
R I -
A
U Y •■ ■ ■ ■
L
1.0E-05 -
C
c -
m -
s _
e
C 1.0E-06 - I I I f I I I I I I
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00
TIME,minutes
I rerracon
https://te rracon4-mysharepointcom/personal/mrgrabski_te rracon_com/Documents/Desktop/Permeability/[71235122(B-19@9-11').xlsx]REPORT

MEASUREMENT OF HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MATERIALS
USING A FLEXIBLE WALL PERMEAMETER
ASTM D 5084-90 METHOD C TEST WITH INCREASING TAILWATER LEVEL
PROJECT: Grace Church Rd.Indust.Site TERRACON JOB#: 71235122
SAMPLE Sh DATE: 2/27/2024
ID: B-20(a�(4.0-6.0')
DESCR.: Greenish-White Elastic SILT with sand-ML BURETTE Area 0.985 cm^2
INITIAL
MOISTURE% DENSITY
W&T,g 289.65 WET WT,g 820.4 SPEC GRAV: 2.650 REMOLD(Y/N): No
D&T,g 208.73 DIA,in 2.86 7.26 cm POROSITY,%: 51.1 PROCTOR: NA
T,g 15.77 HT,in 4.25 10.78 cm SATURATION,%: 106.2 OPTIMUM: NA
AREA 41.39 cm^2 VOID RATIO: 1.05 COMPACTION,%: NA
MOIST- DENSITY: 114.8 PCF WET OVER OPTIMUM,%: NA
URE,% 41.9 DENSITY: 80.9 PCF DRY
-
SATURATION: CHAMBER PRESS.: 73.0 psi BACK PRESSURE(=UPPER=LOWER): 70.0 psi
TEST: CHAMBER PRESS.: 80.0 psi UPPER: 70.0 psi LOWER: 70.0 psi
EFFECT.CONSOL.STRESS: 10.0 psi BIAS PRESSURE(=LOWER-UPPER) 0.0 psi
Burette Reading ELAPSED DELTA OUT IN
Upper Lower TIME, H Ln HYD CON FLOW FLOW OUT/IN HYD %FROM TEMP.: TEMP.
_ cm cm min cm H1/H2 k,cm/sec cm^3 cm^3 RATIO GRAD MEAN k C CORR.:
0.0 25.9 0.00 25.9
0.2 25.7 6.00 _ 25.4 0.017544 6.13E-06 0.2 0.2 1.00 2.4 15 21 0.980
0.3 25.5 9.27 25.2 0.008889 5.70E-06 0.1 0.1 1.00 2.3 7 21 0.980
0.5 25.4 13.18 25.0 0.008969 4.81E-06 0.1 0.1 1.00 2.3 10 21 0.980
0.6 25.3 17.18 24.8 0.009050 4.74E-06 0.1 0.1 1.00 2.3 11 21 0.980
HYDRAULIC CONDUCTIVITY(k)=LAVERAGE _ 5.3E-06 cm/sec
MAXIMUM 1.0E-03 TO 1.0E-04 2 0.75< %<25 AT
HYDRAULIC 1.0E-04 TO 1.0E-05 5 RATIO >1.0E-8
GRADIENT 1.0E-05 TO 1.0E-06 10 <1.25 OR
1.0E-06 TO 1.0E-07 20 %<50 AT
1.0E-07 TO 1.0E-10 30 <1.0E-8
NUMBER OF PORE VOLUMES PASSED= 0.0024
C 1.0E-03
0 -
N -
D
U
H C
Y i 1.0E-04 -
D V -
R I -
A T -
U Y -
L
1.0E-05 -
C
m - • r� a ■
s _
e
c
1.0E-06 - I I I I I I I I I I
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00
TIME,minutes
I rerracon
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MEASUREMENT OF HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MATERIALS
USING A FLEXIBLE WALL PERMEAMETER
ASTM D 5084-90 METHOD C TEST WITH INCREASING TAILWATER LEVEL
PROJECT: Grace Church Rd.Indust.Site TERRACON JOB#: 71235122
SAMPLE Sh DATE: 2/27/2024
ID: B-21 @(15.0-17.0')
DESCR.: Tan-Greenish White Sandy SILT-ML BURETTE Area 0.985 cm^2
INITIAL
MOISTURE% DENSITY
W&T,g 361.92 WET WT,g 869.3 SPEC GRAV: 2.650 REMOLD(Y/N): No
D&T,g 269.29 DIA,in 2.87 7.29 cm POROSITY,%: 48.5 PROCTOR: NA
T,g 15.99 HT,in 4.40 11.18 cm SATURATION,%: 102.8 OPTIMUM: NA
AREA 41.74 cm^2 VOID RATIO: 0.94 COMPACTION,%: NA
MOIST- DENSITY: 116.3 PCF WET OVER OPTIMUM,%: NA
URE,% 36.6 DENSITY: 85.2 PCF DRY
-
SATURATION: CHAMBER PRESS.: 73.0 psi BACK PRESSURE(=UPPER=LOWER): 70.0 psi
TEST: CHAMBER PRESS.: 80.0 psi UPPER: 70.0 psi LOWER: 70.0 psi
EFFECT.CONSOL.STRESS: 10.0 psi BIAS PRESSURE(=LOWER-UPPER) 0.0 psi
Burette Reading ELAPSED DELTA OUT IN
Upper Lower TIME, H Ln HYD CON FLOW FLOW OUT/IN HYD %FROM TEMP.: TEMP.
_ cm cm min cm H1/H2 k,cm/sec cm^3 cm^3 RATIO GRAD MEAN k C CORR.:
0.0 25.9 0.00 25.9
0.5 25.4 2.70 _ 25.0 0.035402 2.83E-05 0.4 0.4 1.00 2.2 1 21 0.980
1.1 24.8 6.90 23.6 0.055570 2.85E-05 0.7 0.7 1.00 2.1 2 21 0.980
1.4 24.5 8.38 23.2 0.019231 2.80E-05 0.2 0.2 1.00 2.1 0 21 0.980
1.5 24.4 9.15 23.0 0.009756 2.73E-05 0.1 0.1 1.00 2.1 3 21 0.980
HYDRAULIC CONDUCTIVITY(k)=LAVERAGE _ 2.8E-05 cm/sec
MAXIMUM 1.0E-03 TO 1.0E-04 2 0.75< %<25 AT
HYDRAULIC 1.0E-04 TO 1.0E-05 5 RATIO >1.0E-8
GRADIENT 1.0E-05 TO 1.0E-06 10 <1.25 OR
1.0E-06 TO 1.0E-07 20 %<50 AT
1.0E-07 TO 1.0E-10 30 <1.0E-8
NUMBER OF PORE VOLUMES PASSED= 0.0064
C 1.0E-03
0 -
N -
D
U
H C
Y i 1.0E-04 -
D V -
R I -
A T
U Y -
L
1.0E-05 -
C
c -
m -
s _
e
C 1.0E-06 - I I I f I I I I I I
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00
TIME,minutes
I rerracon
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MEASUREMENT OF HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MATERIALS
USING A FLEXIBLE WALL PERMEAMETER
ASTM D 5084-90 METHOD C TEST WITH INCREASING TAILWATER LEVEL
PROJECT: Grace Church Rd.Indust.Site TERRACON JOB#: 71235122
SAMPLE Sh DATE: 2/282024
ID: B-22 @(10.0-12.0')
DESCR.: Tan-White Silty SAND with mica-SM BURETTE Area 0.985 cm^2
INITIAL
MOISTURE% DENSITY
W&T,g 399.24 WET WT,g 910.1 SPEC GRAV: 2.650 REMOLD(Y/N): No
D&T,g 327.57 DIA,in 2.86 7.26 cm POROSITY,%: 36.7 PROCTOR: NA
T,g 15.98 HT,in 4.20 10.67 cm SATURATION,%: 104.9 OPTIMUM: NA
AREA 41.36 cm^2 VOID RATIO: 0.58 COMPACTION,%: NA
MOIST- DENSITY: 128.7 PCF WET OVER OPTIMUM,%: NA
URE,% 23.0 DENSITY: 104.6 PCF DRY
-
SATURATION: CHAMBER PRESS.: 73.0 psi BACK PRESSURE(=UPPER=LOWER): 70.0 psi
TEST: CHAMBER PRESS.: 80.0 psi UPPER: 70.0 psi LOWER: 70.0 psi
EFFECT.CONSOL.STRESS: 10.0 psi BIAS PRESSURE(=LOWER-UPPER) 0.0 psi
Burette Reading ELAPSED DELTA OUT IN
Upper Lower TIME, H Ln HYD CON FLOW FLOW OUT/IN HYD %FROM TEMP.: TEMP.
_ cm cm min cm H1/H2 k,cm/sec cm^3 cm^3 RATIO GRAD MEAN k C CORR.:
0.0 25.9 0.00 25.9
1.5 24.4 8.22 _ 23.0 0.119959 3.03E-05 1.4 1.4 1.00 2.2 5 21 0.980
1.7 24.2 9.50 22.5 0.019803 3.21E-05 0.2 0.2 1.00 2.1 1 21 0.980
2.0 23.9 11.50 21.8 0.030459 3.16E-05 0.3 0.3 1.00 2.0 1 21 0.980
2.3 23.6 12.80 21.4 0.020834 3.33E-05 0.2 0.2 1.00 2.0 5 21 0.980
HYDRAULIC CONDUCTIVITY(k)=LAVERAGE _ 3.2E-05 cm/sec
MAXIMUM 1.0E-03 TO 1.0E-04 2 0.75< %<25 AT
HYDRAULIC 1.0E-04 TO 1.0E-05 5 RATIO >1.0E-8
GRADIENT 1.0E-05 TO 1.0E-06 10 <1.25 OR
1.0E-06 TO 1.0E-07 20 %<50 AT
1.0E-07 TO 1.0E-10 30 <1.0E-8
NUMBER OF PORE VOLUMES PASSED= 0.0137
C 1.0E-03
0 -
N -
D
U
H C
Y i 1.0E-04 -
D V -
R I -
A T - _
U Y -
L
1.0E-05 -
C
c -
m -
s _
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C 1.0E-06 - I I I I I f I I I I
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00
TIME,minutes
I rerracon
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Grace Church Road Industrial Site
Section A-A'
1.41
Traffic Live Load:250 psFooting Load:2,000 psf
758 — 11— A
753 — .I---- Existing Ground Surface
Structural Fill
748 —
A'
: - - ------ ----------
- Sandy Silt
4(2 733
C
O 728 —
CO
> 723 —
4)
W 718 — Silty Sand
713 —
708 —
703 — Sandy Silt
698
0 10 20 30 40 50 60 70 80 90 100 110 120
Distance (feet)
Color Name Slope Stability Unit Effective Effective
Material Model Weight Cohesion Friction
(pcf) (psf) Angle(°)
Sandy Silt Mohr-Coulomb 115 50 28
II Silty Sand Mohr-Coulomb 115 0 30
■ Structural Fill Mohr-Coulomb 115 50 28

Grace Church Road Industrial Site
Section B-B'
Live Traffic Load: 250 psf _
1 .61
•
751 - B
749-
747 Strctural Fill
N 745-
w 743- B, Existing Ground Surface
74 —
° 73 Silly Sand
CO• 737
N 735
W
733 Partially Weathered Rock
731
1 1 1 1 All 1 1
729
0 10 20 30 40 50 60 70 80 90 100 110 120
Distance(feet)
Color Name Slope Stability Unit Effective Effective
Material Model Weight Cohesion Friction
(pcf) (psf) Angle(°)
▪ Partially Mohr-Coulomb 135 500 38
Weathered
Rock
Silty Sand Mohr-Coulomb 115 0 30
▪ Strctural Fill Mohr-Coulomb 115 50 28

Grace Church Road Industrial Site
Section C-C'
1 .63
• Hydrostatic Pressure: 250 psf C
740
i
Structual Fill Existing Ground Surface
CI 730
o Silty Sand
> I Or
W
W 720 Partially Weathered Rock
0 10 20 30 40 50 60 70 80 90 100 110 120
Distance (feet)
Color Name Slope Stability Unit Effective Effective
Material Model Weight Cohesion Friction
(pcf) (psf) Angle (°)
Partially Mohr-Coulomb 135 500 38
Weathered
Rock
Silty Sand Mohr-Coulomb 115 0 30
1 Structual Fill Mohr-Coulomb 115 50 28

Grace Church Road Industrial Site
Section D-D'
1 .45 Traffic Live Load: 250 psf
• 1 1 1
751 r•on .—e—i D
749
1 745 D' Existing Creek
743 Structual Fill
0 741 _ /
7397 / _ Existing Ground Surface
737 �44.... ��
N 735
W 733 Silty Jana
731
729
0 10 20 30 40 50 60 70 80 90 100 110 120
Distance (feet)
Color Name Slope Stability Material Model Unit Effective Effective
Weight Cohesion Friction
(pcf) (psf) Angle (°)
Silty Sand Mohr-Coulomb 115 0 30
I Structual Fill Mohr-Coulomb 115 50 28

Grace Church Road Industrial Site
Section E-E'
2.11 Traffic Live Load: 250 psf
•
755
750 Structural Fill r Existing Ground Sruface
0 745 Sandy Silt
740 E,
N 735 Silty Sand
730
0 10 20 30 40 50 60 70 80 90 100 110 120
Distance (feet)
Color Name Slope Stability Unit Effective Effective
Material Model Weight Cohesion Friction
(pcf) (psf) Angle (°)
Sandy Silt Mohr-Coulomb 115 50 28
Silty Sand Mohr-Coulomb 115 0 30
■ Structural Fill Mohr-Coulomb 115 50 28

Supporting Information
Contents:
General Notes
Unified Soil Classification System
Willcox & Mabe Soil Solutions (8 pages)
"Stormwater Control Measure (SCM) Soil Testing Seasonal High
Water Tale (SHWT) Evaluation Proposed SCMs" dated February 12,
2024
Note: All attachments are one page unless noted above.
Facilities I Environmental I Geotechnical I Materials

Grace Church Road Industrial Site
575 Grace Church Rd. I Salisbury, NC iierracon
Terracon Project No. 71235122
2701 Westport Rd
General Notes Charlotte, NC
Sampling 1111M-Water Level Field Tests ■
N Standard Penetration Test
Water Initially Resistance(Blows/Ft.)
0 Encountered
I Shelby Split Spoon (HP)
Tube Water Level After a Hand Penetrometer
m Specified Period of Time
Water Level After (T) Torvane
V a Specified Period of Time
:;,„ Cave In (DCP) Dynamic Cone Penetrometer
Encountered
Water levels indicated on the soil boring logs are the UC Unconfined Compressive
Strength
levels measured in the borehole at the times
indicated. Groundwater level variations will occur over (pID) Photo Ionization Detector
time. In low permeability soils,accurate
determination of groundwater levels is not possible
with short term water level observations. (OVA) Organic Vapor Analyzer
Descriptive Soil Classification
Soil classification as noted on the soil boring logs is based Unified Soil Classification System. Where sufficient laboratory data exist to classify the
soils consistent with ASTM D2487"Classification of Soils for Engineering Purposes"this procedure is used. ASTM D2488"Description and
Identification of Soils(Visual-Manual Procedure)"is also used to classify the soils, particularly where insufficient laboratory data exist to classify the
soils in accordance with ASTM D2487. In addition to USCS classification,coarse grained soils are classified on the basis of their in-place relative
density,and fine-grained soils are classified on the basis of their consistency. See"Strength Terms"table below for details.The ASTM standards
noted above are for reference to methodology in general. In some cases,variations to methods are applied as a result of local practice or
professional judgment.
Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are
approximate. See Exploration and Testing Procedures in the report for the methods used to locate the exploration points for this project. Surface
elevation data annotated with+/-indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead,the surface
elevation was approximately determined from topographic maps of the area.
Strength Terms
Relative Density of Coarse-Grained Soils Consistency of Fine-Grained Soils
(More than 50%retained on No. 200 sieve.) (50%or more passing the No. 200 sieve.)
Density determined by Standard Penetration Consistency determined by laboratory shear strength testing,field visual-manual
Resistance procedures or standard penetration resistance
Standard Penetration or Unconfined Compressive Standard Penetration or
Relative Density N-Value Consiste Strength N-Value
(Blows/Ft.) a Qu (tsf) (Blows/Ft.)
Very Loose 0-3 Very Soft less than 0.25 0- 1
Loose 4-9 Soft 0.25 to 0.50 2-4
Medium Dense 10-29 Medium Stiff 0.50 to 1.00 4-8
Dense 30-50 Stiff 1.00 to 2.00 8- 15
Very Dense > 50 Very Stiff 2.00 to 4.00 15-30
Hard > 4.00 > 30
Relevance of Exploration and Laboratory Test Results
Exploration/field results and/or laboratory test data contained within this document are intended for application to the project as described in this
document. Use of such exploration/field results and/or laboratory test data should not be used independently of this document.
Facilities I Environmental I Geotechnical I Materials

Geotechnical Engineering Report IFerracon
Grace Church Road Industrial Site I Salisbury, North Carolina
April 10, 2024 I Terracon Project No. 71235122
Unified Soil Classification System
Criteria for Assigning Group Symbols and Group Names Using Soil Classification
Group
Laboratory Tests A Symbol Group Name B
Gravels:
Clean Gravels: Cu>_4 and 1<Cc<_3 E GW Well-graded gravel F
More than 50% of Less than 5%fines Cu<4 and/or[Cc<1 or Cc>3.0] E GP Poorly graded gravel F
coarse fraction Fines classify as ML or MH GM Silty gravel F,G,H
retained on No. 4 Gravels with Fines:
Coarse-Grained Soils: sieve More than 12%fines Fines classify as CL or CH GC Clayey gravel F,G•"
More than 50% retained
on No. 200 sieve Clean Sands: Cu>_6 and 1<_Cc<_3 E SW Well-graded sand I
Sands: Less than 5%fines ° / [Cc<1Cc>3.0] EPoorly gradedI
50% or more of Cu<6 and/or or SP sand
coarse fraction Fines classify as ML or MH SM Silty sand
G,H,I
passes No. 4 sieve Sands with Fines:
More than 12%fines ° Fines classify as CL or CH SC Clayey sand G,H,I
PI > 7 and plots above"A"line ' CL Lean clay K•`•M
Silts and Clays: Inorganic:
Y PI < 4 or plots below"A"line ML Silt K,L,M
Liquid limit less than
50 LL oven dried Organic clay K,L,M,H
Fine-Grained Soils: Organic: <0.75 OL LLnotdried Organic silt K,L,M,o
50% or more passes the
No. 200 sieve PI plots on or above"A"line CH Fat clay K,L,M
Silts and Clays: Inorganic: PI plots below"A"line MH Elastic silt K,L,M
Liquid limit 50 or
more LL oven dried Organic clay K,L,M,P
Organic: <0.75 OH
LL not dried Organic silt K,L,M,Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-inch (75-mm) sieve. "If fines are organic, add"with organic fines"to group name.
B If field sample contained cobbles or boulders, or both, add"with ' If soil contains >_ 15% gravel, add"with gravel"to group name.
cobbles or boulders, or both"to group name. ' If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
c Gravels with 5 to 12% fines require dual symbols: GW-GM well- K If soil contains 15 to 29% plus No. 200, add"with sand"or
graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM "with gravel,"whichever is predominant.
poorly graded gravel with silt, GP-GC poorly graded gravel with clay. L If soil contains >_ 30% plus No. 200 predominantly sand, add
o Sands with 5 to 12%fines require dual symbols: SW-SM well- "sandy"to group name.
graded sand with silt, SW-SC well-graded sand with clay, SP-SM M If soil contains >_ 30% plus No. 200, predominantly gravel, add
poorly graded sand with silt, SP-SC poorly graded sand with clay. "gravelly"to group name.
E Cu = Deo/Dio Cc = (D,o)2 N PI >_ 4 and plots on or above"A"line.
°PI < 4 or plots below"A"line.
D,s x Dss ° PI plots on or above"A"line.
F If soil contains >_ 15% sand, add"with sand"to group name. Q PI plots below"A"line.
o If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
60 I I I I
For classification of fine-grained
soils and fine-grained fraction
50 of coarse-grained soils �(�0,' e
*V,' VI P
Equation of"A"-line A), yP
P. Horizontal at P1=4 to LL=25.5. ,�'
ix 40 — then PI=0.73(LL-20) , ' `O''
pEquation of"U"-line �o
z Vertical at LL=16 to PI=7, ,'' G
>- 30 — then PI=0.9(LL-8)
U , O�
cf)• 20 ' Goo
MHorOH
D_
10 z/
4 -- ML or OL
o I
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(LL)
Facilities I Environmental I Geotechnical I Materials

willcox&mabe
SOIL SOLUTIONS
February 12, 2024
Terracon Consultants, Inc.
2701 Westport Road
Charlotte,North Carolina 28208
Attention: Mr. Andrew Beaty, P.G.
Transmitted by e-mail: [e-mail]
Reference: Stormwater Control Measure (SCM) Soil Testing
Seasonal High Water Table (SHWT)Evaluation
Proposed SCMs
Grace Church Road Site—Rowan County,N.C.
Willcox &Mabe Soil Solutions, PLLC Project No. 21-04; Phase: 74
Dear Mr. Beaty:
Willcox &Mabe Soil Solutions, PLLC (WMSS) has conducted Stormwater Control
Measures (SCM) Soil Testing in accordance with Terracon Consultants, Inc. (Terracon)
Subcontract Master Services Agreement dated March 23, 2021, and WMSS Subcontract
Work Authorization No. 05-24 dated January 24, 2024. The SCM Soil Testing was
performed to provide information for technical assistance with the design of proposed
SCMs. A soil scientist investigation was conducted to evaluate the soil properties at four
(4) locations associated with proposed SCMs, to determine suitability for stormwater
management systems. The soil scientist investigation was conducted to evaluate:
seasonal high water table (SHWT) elevations below existing ground surface (bgs). A
"Site Plan"was provided to WMSS by Terracon that identified relative site features and
potential location for the proposed SCMs.
PROJECT BACKGROUND
The areas evaluated were located within the areas associated with the planned SCMs.
The SCMs are planned in conjunction with proposed site improvements associated with
the Grace Church Road site in Rowan County,North Carolina(N.C.). The proposed
SCM locations evaluated, (B-19 thru B-22)were located in existing wooded areas. The
site is located at 575 Grace Church Road, in Salisbury N.C. (Figure 1).
Use of on-site stormwater management systems, is being considered to comply with
stormwater management requirements. The use of stormwater SCMs is subject to the
suitability of site soils and regulatory approval. Regulatory guidance on requirements for
Willcox&Mabe Soil Solutions,PLLC/7231 B Summerfield Road/Summerfield,NC 27358/Rob 336.339.9128 or
Martin 336.312.1396/www.willcoxmabesoil.com

SHWT Evaluation WMSS Project No. 21-04; Phase: 74
Grace Church Road Site February 12, 2024
permitting of stormwater SCMs is provided in the North Carolina Department of
Environmental Quality(NCDEQ), Division of Energy, Mineral and Land Resources
(DEMLR)—Stormwater Design Manual (NCDEQ-DEMLR-SDM), (Revised, 2017).
The NCDEQ-DEMLR-SDM requires that the SHWT shall be taken into consideration for
the design of most SCMs.
A WMSS soil scientist conducted an evaluation of the soils through the review of drill rig
borings within the areas identified on a base map provided by Terracon, and were located
in the field by Terracon. Maps were prepared using Arcview 10.8 a Geographic
Information System (GIS). Base maps were generated using information from the ESRI
Web site and maps provided by Terracon(Figures 1 and 2).
FINDINGS
Seasonal High Water Table Evaluation
The SHWT evaluation was performed on February 8, 2024 by evaluating 4 drill rig
borings (B-19 thru B-22), to depths of approximately 240 inches bgs (Figure 2). The
soils were evaluated by a NC Licensed Soil Scientist for evidence of seasonal high water
table influence. This evaluation involved observing the actual moisture content in the
soil and observing the matrix and mottle colors. Depending on the soil texture, the soil
color will indicate processes that are driven by SHWT fluctuations such as iron reduction
and oxidation and organic matter staining.
B-19 was observed to consist of very dark grayish brown loam in the upper soil horizon,
to yellowish brown clay loam in the subsurface horizon. B-19 transitioned into
multicolored clay loam to loam with massive structure (saprolite/parent material) at
approximately 12 inches bgs until the boring was terminated at approximately 240 inches
bgs. Evidence of a SHWT was identified at approximately 165 inches bgs, and an
apparent water table (AWT)was observed at approximately 198 inches bgs after
completion of the boring.
B-20 was observed to consist of very dark grayish brown loam in the upper soil horizon,
to dark yellowish brown clay loam in the subsurface horizon. B-20 transitioned into
multicolored clay with massive structure (saprolite/parent material) at approximately 14
inches bgs. At approximately 28 inches bgs the boring transitioned to multicolored clay
loam until the boring was terminated at approximately 240 inches bgs. Evidence of a
SHWT was identified at approximately 28 inches bgs, and an AWT was observed at
approximately 162 inches bgs after completion of the boring.
B-21 was observed to consist of very dark brown loam to clay loam in the upper soil
horizon, to strong brown clay loam to clay in the subsurface horizons. B-21 transitioned
into multicolored clay loam with massive structure (saprolite/parent material) at
approximately 26 inches bgs that transitions to multicolored loam and silt loam until the
boring was terminated at approximately 240 inches bgs. Evidence of a SHWT was
identified at approximately 90 inches bgs, and an AWT was observed at approximately
182 inches bgs after completion of the boring.
2

SHWT Evaluation WMSS Project No. 21-04; Phase: 74
Grace Church Road Site February 12, 2024
B-22 was observed to consist of very dark yellowish brown clay loam in the upper soil
horizon, to yellowish brown clay in the subsurface horizon. B-21 transitioned into
multicolored clay loam with massive structure (saprolite/parent material) at
approximately 22 inches bgs that transitions to multicolored loam, silt loam and sandy
loam until the boring was terminated at approximately 240 inches bgs. Evidence of a
SHWT was identified at approximately 38 inches bgs, and an AWT was observed at
approximately 92 inches bgs after completion of the boring. Reference attached Figure 2
for the approximate SHWT test locations, and Table 1 and the attached soil profile
descriptions for the approximated SHWT depths.
Please note that SHWT evaluations are based on secondary evidence and not on direct
groundwater level measurements. Groundwater levels fluctuate for numerous reasons
and these findings do not indicate that groundwater levels have not or will not rise above
the noted depths.
Table 1: Approximated SHWT and AWT Depths
Seasonal High Apparent Water
Boring Water Table Table Depth Boring
Location (SHWT) (AWT) Terminated
(inches bgs) (inches bgs) (inches bgs)
B-19 165 198 240
B-20 28 162 240
B-21 90 182 240
B-22 38 92 240
CONCLUSIONS
Based upon our findings associated with the locations evaluated, a SHWT was identified at
B-19 at approximately 165 inches bgs, at B-20 at approximately 28 inches bgs, at B-21 at
approximately 90 inches bgs, and at B-22 at approximately 38 inches bgs. These findings
should be taken into careful consideration when designing appropriate SCMs for the
proposed locations. If the proposed SCM locations change from the locations evaluated,
further evaluation may be necessary.
3

SHWT Evaluation WMSS Project No. 21-04; Phase: 74
Grace Church Road Site February 12,2024
CLOSING
Willcox & Mabe Soil Solutions appreciates the opportunity to provide these services to
you. If you have any questions, please contact us.
Sincerely,
Willcox & Mabe Soil Solutions, PLLC
�� SOIL
sc
W'<<e • F�
„c STATE
m iww¢¢�
O V
cS-
,pin ry
O 1098 Psp
F NORTH//10,4 '‘'r/4/1449.
Martin Mabe Rob Willcox, L.S.S.
Partner/Agronomist Partner/ Soil Scientist
Tables: Approximated SHWT and AWT Depths
Attachments: Figure 1 —Vicinity Map
Figure 2—Boring Location Map
Boring Profile Sheets
Shared\WMSS Projects\2021\21-04 Terracon Consultants\Phase 74-Grace Church Road SHWT\21-04 Grace Church Road Site
Stormwater SCM Soil Report.doc
4

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GIS DATA LAYERS WERE OBTAINED FROM ESRI,INC. PLEASE NOTE THIS MAP IS FOR INFORMATIONAL F
01110101.11
PURPOSES ONLY. IT IS NOT MEANT FOR DESIGN,LEGAL,OR ANY OTHER USES. THERE ARE NO o
GUARANTEES ABOUT ITS ACCURACY WMSS,PLLC ASSUMES NO RESPONSIBILITY FOR ANY DECISION N
MADE OR ANY ACTIONS TAKEN BY THE USER BASED UPON THIS INFORMATION. N
N
SCALE: 1 „_ 700, FIGURE NO. m
84
DATE: 02-02-24 WI��COX� VICINITY MAP 1DRAWN BY: MEM
PROJECT NO: SOIL SOLUTIONS GRACE CHURCH ROAD SITE
21-04 Ph:74 ROWAN COUNTY, NORTH CAROLINA

/ _ ■7Mw■ ■ Iwo lN■ ■
lk
REFERENCE: YV GIS DATA LAYERS WERE OBTAINED FROM TERRACON. PLEASE NOTE THIS MAP IS FOR w w
INFORMATIONAL PURPOSES ONLY. IT IS NOT MEANT FOR DESIGN,LEGAL,OR ANY OTHER USES. - -
16-
THERE ARE NO GUARANTEES ABOUT ITS ACCURACY WMSS,PLLC ASSUMES NO RESPONSIBILITY g --_
FOR ANY DECISION MADE OR ANY ACTIONS TAKEN BY THE USER BASED UPON THIS INFORMATION. ► IIP I.
ik
9 Approximate Boring Location B-12 1
J 1 1 q
IN •, *fit' % ' -I 1
. 4
ti aft,
'd a B-22 B-22
.'- ' ''yam
� Y,�. ► B-14
•
q B-15 •
et _ -
•
,, , B-16
•
B-21
B-17 B-21
B-02 NB D1
B-1 + P
B-03 ,,.
\\' <>--
B-05 N
B-04
cn
B-18 — B-06
T =
N
B-08
\\ -10— + Lt
-
B-07 0
N
/ 0
B-2p11 B-09
B-2(l
+ ill• ..-
a
c
_ o
vi5r�y U
bing B-1 Cl I o-
[l 21:124 MlcrflSaft Corporation 3 Vexcal Imaging'-e'1!-r.-1 a:Lett q N
N
0
N_
SCALE: 0 As shown FIGURE NO. y
• ii • `m
DATE: 02-02-24 ,--- y--� BORING LOCATION MAP f'/�
DRAWN BY: MEM llcox&I 1y1� `
PROJECT NO: SOIL SOLUTIONS GRACE CHURCH ROAD SITE
21-04 Ph:74 ROWAN COUNTY, NORTH CAROLINA

WILLCOX & MABE SOIL SOLUTIONS, PLLC
SITE/SOIL EVALUATION PheeE 7 or 2
Project No. 2/(J4pfl ► c.' 14-Phone No. Date: 2/8/Z4
('2
Location /1c l u,�cal Pin County: W,4i/ Property Size
ROAD
/'
Proposed Facility: Sir-c, &via Water Supply: On-Site Well ❑ Evaluation: Auger Boring ❑
Community ❑ Pit El
Described By: k p Q W j, 6 y " Public ❑ Cut El
Weather: ../rP/N ; (Ito Antecedent Moisture /4,10l T Surface Water:
GILD FO l/),)u J Av6 DE_D
FACTORS PROFILE PROFILE PROFILE PROFILE 1
" `� 2� Cj-Z12c� 8-Zt(et t f)
Landscape Position% L - 3 -4"a G- 2-3°/a / - 2- 3/o LEGEND
Horizon Depth I D—S 6 -to b_.5 LANDSCAPE POSITION
Color Munsell /d y, 312 /2/0r 3/z yL ,�,I'j R Ridge Interfluve
Texture / I I ) / c/ S Shoulder
Structure YI ( v✓9r u/S. L Linear Slope
Consistence ns /L c /1 r - Ss se. FS Foot Slope
77T N Nose Slope
H Head Slope
Cc Concave Slope
Boundary Cv Convex Slope
Horizon Depth II S —a_ 6 - /4 / 5-J(,� I .56_ Q/S T Terrace
Color—Munsell /Q �f e S14 /d y2 4/1 12.5 /L s/(o /yj'/i t.`�, P Flood Plain
Texture /(, /r C / C -.sap TEXTURE
Mottles G/M-S P inc. T - SA /' -. — ` s sand
Structure Gt/Sbtitr4SSI e LaSbK�if s/a wcW/1.i/ab/r' /y1k'55/1/2 Is loamy sand
Consistence SS SD -P rr; SS S 'Fr SS S '� $S S pf 14_, sl sandy loam
1 c/d/ /Pose5 I loam
si silt
sil silt loam
Boundary sicl silty clay loam
Horizon Depth III /2 - /6,5 1 1- 2 ' 16_ 2� 96 _ 3 cl clay loam
Color—Munsell / `� q r ri 4.j� lra&./ scl sandyclayloam
�u/�� �y �'/ r
Texture eibtSlles -1-b, a I ( C c / sc sandy clay
Mottles — Pi,_ 59p ;qL. f/c- 5R/0 ire • ;11„LS sic silty clay
Structure ��- s�'
/11�IrS/ve Ma S S�ve Gda IWO/r,�?s 1 ve mess/de c clay
Consistence SS Se -F,/V r' 5 p IC s p Vi ss Sp 'Fr CONSISTENCE WET
/ipis i";setit✓A4/ Ns non-sticky
449 ig 5/ Ss slightly sticky
S sticky
Boundary Vs very sticky
Horizon Depth IV /lps—240 2e- 2a 26-S6 Np non-plastic
Color—Munsell /na/f/ Mk/It / nd k/f; Sp slightly plastic
Texture CregheS -Ifl I C/ c/ P plastic
Mottles — elm- �i9gt 611 _ Vp very plastic
Structure /)4.55/,✓e 71A/ S Sil vefr, AIRS S(✓e MOIST
Consistence 7
$S $'Q Pr �? $S Sp Y ,5' p Pt vfr Very friable
4 i k!o A I fr friable
/erase g fi firm
f Wk- 235" vfi Very firm
Boundary STRUCTURE
Soil Wetness IN - 165 n yv-,- 2211 5N _ qa/t sg single grain
Restrictive Horizon m massive
Saprolite /2-'l /4/t 26'/ cr crumb
LTAR gr granular
Classification A KT- /qR" W /gyp 2 n Ici wT- /872// sbk subangular blocky
abk angular blocky
pl platy
pr prismatic

WILLCOX & MABE SOIL SOLUTIONS, PLLC
SITE/SOIL EVALUATION � 2 DF 2--
Project No. 2/-01 ff/,¢ c: 74Phone No. Date: 2/424
Location 67/0AICF e'yu,, f{ Pin County: 2-(W.V4)n/ Property Size
Proposed Facility: S7 �,f/47f, B/iFP Water Supply: On-Site Well U/`er at ���pp y: ❑ Evaluation: Auger Boring ❑
Community ❑ Pit ❑
Described By: �0/3 M/Lox Public ❑ Cut ❑
Weather: jui//11 ; 66,0 Antecedent Moisture /)fm1; Surface Water: tit,
Gr/o4 e D
FACTORS PROFILE PROFILE , PROFILE PROFILE
0-22 3-22(wa +1
Landscape Position% L _ 2, 3 yid
LEGEND
Horizon Depth I 6 _ (o LANDSCAPE POSITION
Color Munsell /0 yP 4/4 R Ridge Interfluve
Texture ef' S Shoulder
Structure GUSH' L Linear Slope
Consistence S S Sf FS Foot Slope
N Nose Slope
H Head Slope
Cc Concave Slope
Boundary Cv Convex Slope
Horizon Depth II r n- Z Z- -g0w i14 T Terrace
Color-Munsell /, y4' 514 /i7 4 4-t
P Flood Plain
Texture d. 5,( / S/ TEXTURE
Mottles .71/C_ SO, 1 nC, s sand
Structure ktiaLi mirs5/ i Is loamy sand
Consistence S /D -F, ,SS s p i/V)'; sl sandy loam
I loam
si silt
sil silt loam
Boundary sicl silty clay loam
Horizon Depth III 2 2- 38 cl clay loam
Color-Munsell /Ylcr/,L,' scl sandy clay loam
Texture GI/ sc sandy clay
Mottles — . sic silty clay
Structure //IQsc� ttr c clay
Consistence S ! +r CONSISTENCE WET
Ns non-sticky
Ss slightly sticky
S sticky
Boundary Vs very sticky
Horizon Depth IV ,3g- S p Np non-plastic
Color-Munsell 4014. r Sp slightly plastic
Texture el ) P plastic
Mottles f�c-MA erpnC, Vp very plastic
Structure jy/QSsj nre MOIST
Consistence 5S' S . , vfr Very friable
C/M-- j�/f( �j2, fr friable
fi firm
vfi Very firm
Boundary STRUCTURE
Soil Wetness Si 32 ii sg single grain
Restrictive Horizon m massive
Saprolite 22'1-m4ss l df, cr crumb
LTAR gr granular
Classification /96f/j 92 N sbk subangular blocky
abk angular blocky
pl platy
pr prismatic