SW6230104_Soils/Geotechnical Report_20230126 (2)

untertek
psi
March 20, 2022
Mr. Gabriel Martinez
Embree Development Group, Inc.
4747 Williams Drive
Georgetown, Texas 78633
E-mail: gmartinez(o-)_embreegroup.com
Intertek - PSI
5021-A W. WT Harris Blvd.
Charlotte, North Carolina 28269
Re: Report of Geotechnical Engineering Services
Proposed Retail Pet Supply Facility
NWQ West Cumberland Street (US Hwy 421) and Marlowe Drive
Dunn, North Carolina
PSI Report No.: 05111058
Dear Mr. Martinez:
Phone: [phone]
Fax: [phone]
Professional Service Industries (PSI), an Intertek Company, is pleased to transmit our
Geotechnical Engineering Services Report for the proposed Retail Pet Supply Facility to be
located in Dunn, North Carolina. This report includes the results of field and laboratory testing,
and recommendations for foundation and pavement design, as well as general site development.
PSI appreciates the opportunity to perform this Geotechnical Study and look forward to continued
participation during the design and construction phases of this project. If you have any questions
pertaining to this report, or if PSI may be of further service, please contact our office at 704-598-
2234.
PSI also has great interest in providing materials testing and inspection services during the
construction of this project. If you will advise us of the appropriate time to discuss these
engineering services, we will be pleased to meet with you at your convenience.
Very truly yours,
PROFESSIONAL SERVICE INDUSTRIES, INC.
Andrew O. Steege, P.G.
Senior Geologist
Digitally signed
Karl E
by Karl E Suter
Suter Date: 2022.05.20
08:04:22-04'00'
Karl E. Suter, P.E.
Principal Consultant
1( CA1R0
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SEAL -
027655 =
www.intertek.com/building '^
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Proposed Retail Pet Supply Facility, Dunn, NC
PSI Report No. 05111058
LonMarch 20, 2022
TABLE OF CONTENTS
1 PROJECT INFORMATION.....................................................................................1
1.1 PROPOSAL AND PROJECT AUTHORIZATION ............................................ 1
1.2 PROJECT DESCRIPTION.............................................................................. 1
1.3 PURPOSE AND SCOPE OF WORK.............................................................. 1
2 EXPLORATION PROCEDURES............................................................................ 2
2.1 FIELD SERVICES........................................................................................... 2
2.2 LABORATORY TESTING............................................................................... 3
3 SITE AND SUBSURFACE CONDITIONS.............................................................. 3
3.1 SITE DESCRIPTION....................................................................................... 3
3.2 SITE GEOLOGY............................................................................................. 4
3.3 SUBSURFACE CONDITIONS........................................................................ 4
4 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS ............................ 6
4.1 GEOTECHNICAL ASSESSMENT.................................................................. 6
4.2 SITE PREPARATION AND EARTHWORK..................................................... 7
4.3
SEISMIC CONSIDERATIONS........................................................................
9
4.4
FOUNDATION RECOMMENDATIONS........................................................
10
4.5
FLOOR SLAB RECOMMENDATIONS.........................................................
11
4.6
PAVEMENT RECOMMENDATIONS............................................................
12
5 CONSTRUCTION CONSIDERATIONS................................................................15
5.1
GROUNDWATER.........................................................................................
15
5.2
EXCAVATIONS AND SAFETY.....................................................................
15
6 REPORT LIMITATIONS.......................................................................................16
APPENDIX
Site Vicinity Map
Boring Location Plan
General Notes and Soil Classification Chart
Boring Logs

Proposed Retail Pet Supply Facility, Dunn, NC
LonPSI Report No. 05111058
March 20, 2022
PROJECT INFORMATION
1.1 PROPOSAL AND PROJECT AUTHORIZATION
This report presents our findings and recommendations of a geotechnical exploration and
assessment performed by Professional Service Industries (PSI) for the proposed Retail Pet
Supply Facility to be located in Dunn, North Carolina. These services were performed in general
accordance with a "Geotech Report Work Order" that references PSI Proposal No. 0511-366347
dated February 17, 2022. Authorization to proceed was given to PSI on March 16, 2022.
1.2 PROJECT DESCRIPTION
Project information was provided through an emailed request for proposal (RFP) from Gabriel
Martinez of Embree Development Group, Inc. (EDG) on February 15, 2022. The RFP included a
drawing titled, "Conceptual Site Plan," prepared by EDG and dated October 14, 2021, that presents
proposed construction and some existing site features.
Based on the information provided, we understand that the proposed project will consist of the
construction of a new pet supply facility on the approximately 1.67-acre site. The project will include
the construction of a single -story retail building with a footprint of 10,900 square feet in the north -
central portion of the property. Details regarding the proposed construction were not provided to PSI.
We anticipate the building will be a pre-engineered metal building with masonry or stucco veneer
and a concrete slab -on -grade (no basement). Structural loading information was not provided. We
estimate typical column and wall loads of 75 kips and 3 kips per foot, respectively.
Parking areas utilizing asphalt and concrete pavement will be constructed over much of the
remaining site area. A traffic design load of 150,000 ESALs for a 20-year pavement life was provided
in the "Geotech Report Work Order". Proposed stormwater management facilities were not indicated
on the provided plan, therefore; we anticipate drainage will be diverted offsite and have excluded soil
borings for stormwater management facilities from our proposed scope of services.
Proposed grading and existing topographic information were not provided. Based on our site
observations, the ground surface across most of the site is generally flat and level or has a gradual
downward slope to the west. We estimate maximum cut and fill depths for site grading will be about
1 to 2 feet.
The information presented in this section was used in the evaluation. Estimated loads and
corresponding foundation sizes have a direct effect on the recommendations, including the type
of foundation, the allowable soil bearing capacity, and the estimated settlement. In addition,
estimated subgrade elevations and cut/fill quantities can have a direct effect on the provided
recommendations. If any of the noted information is incorrect or has changed, please inform PSI
so that we may amend the recommendations presented in this report, if appropriate. If PSI is not
retained to perform this function, PSI cannot be responsible for the impact of the changes on the
performance of the project.
1.3 PURPOSE AND SCOPE OF WORK
The purpose of this study was to obtain information regarding the general subsurface conditions within
the proposed construction area, to assess the engineering characteristics of the subsurface materials,
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Proposed Retail Pet Supply Facility, Dunn, NC
LonPSI Report No. 05111058
March 20, 2022
and to provide general design recommendations regarding the geotechnical aspects of the proposed
construction. To accomplish this, PSI performed a brief site reconnaissance, drilled six soil test borings
within the areas of proposed site improvements, conducted laboratory classification testing on
recovered samples and prepared this report summarizing the findings, as well as our conclusions and
recommendations.
The scope of our geotechnical services did not include an environmental assessment for
determining the presence or absence of wetlands, or hazardous or toxic materials in the soil,
bedrock, groundwater, or air, on or below or around this site. Any statement in this report or on
the boring logs regarding odors, colors, unusual or unexpected items, or conditions are strictly for
the information of our client.
PSI did not provide nor was it requested to provide any service to investigate or detect the presence of
moisture, mold or other biological contaminants in or around any structure, or any service that was
designed or intended to prevent or lower the risk of the occurrence of the amplification of the same.
Client acknowledges that mold is ubiquitous to the environment with mold amplification occurring when
building materials are impacted by moisture. Client further acknowledges that site conditions are
outside of PSI's control, and that mold amplification will likely occur, or continue to occur, in the
presence of moisture. As such, PSI cannot and shall not be held responsible for the occurrence or
recurrence of mold amplification.
2 EXPLORATION PROCEDURES
2.1 FIELD SERVICES
PSI advanced six soil test borings (Borings B-1 through B-6) within the proposed site. Borings B-1
through B-4 were drilled within the proposed building footprint area, and borings B-5 and B-6 were
drilled within proposed pavement areas. The approximate boring locations are shown on the "Boring
Location Plan" (Figure 2) included in the Appendix. Horizontal and vertical survey control was not
performed for the test boring locations prior to our field exploration program. The borings were located
by estimating distances and relationships to obvious landmarks, and the drawings provided by the
client. Topographic information was not provided so the subsurface materials encountered are
referenced by depth from the existing ground surface at the boring locations.
Soil test borings were advanced at this site by HPC, a subcontractor hired by PSI, utilizing a CME-550
ATV -mounted drilling rig using mud rotary drilling techniques or hollow -stem, continuous -flight augers.
All boring and sampling operations were conducted in general compliance with ASTM D 1586. At
regular intervals, soil samples were obtained with a standard 2-inch O.D. split -barrel sampler.
An automatic trip drop hammer was used for the standard penetration testing, which generally has a
higher efficiency than a manual cathead-and-rope hammer. Typically, the automatic hammer yields
lower standard penetration test resistances (N-values) than a manual cath ead-a nd -rope hammer. This
reduction has been taken into account in our evaluation. However, the N-values reported on the logs,
and the consistency descriptions on the boring logs are based on the field -recorded values and were
not corrected for hammer efficiency.
The recovered soil samples were classified visually in the field by the drill crew, then transported to our
laboratory for additional visual classification and laboratory testing by a geologist. A "Boring Log" was
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Proposed Retail Pet Supply Facility, Dunn, NC
PSI Report No. 05111058
March 20, 2022
prepared for each boring and the "Logs" are included in the Appendix of the report. The logs were
prepared using the observations made in the field, as well as the classifications in the laboratory and
the laboratory test results. Strata descriptions, presented on the logs, were based on visual -manual
evaluations by our geologist and include the classifications in general accordance with the Unified Soil
Classification System (USCS). The "Soil Classification Chart", included in the Appendix, illustrates the
USCS legend depicted on the logs. Existing topographic information was not provided, therefore;
ground surface elevations are not presented on the boring logs or referenced in this report.
Groundwater infiltration levels were measured in the boreholes at the time of boring and upon
completion. The results of the readings are presented in Section 3.3.5 and included on the soil
test boring logs. The borings were backfilled upon completion using the soil cuttings or bentonite
chips for safety considerations. Therefore, delayed groundwater level readings are not available.
2.2 LABORATORY TESTING
A geologist visually -manually classified the soil samples in the laboratory in general accordance
with the Unified Soil Classification System (USCS) (ASTM D2487 and D2488). Percent finer than
the No. 200 sieve (ASTM D1140), Atterberg limits tests (ASTM D4318), and natural water content
determinations (ASTM D2216) were conducted on representative samples recovered from the
test boring locations. The laboratory test results are presented in Section 3.3.6 and are shown on
the individual boring logs.
3 SITE AND SUBSURFACE CONDITIONS
3.1 SITE DESCRIPTION
The site encompasses a reported area of 1.67 acres and is located at the northwest quadrant of
the intersection of West Cumberland Street (US Hwy 421) and Marlowe Drive in Dunn, North
Carolina. The site is situated about 300 to 600 feet east of the south flowing Black River. The
site location is depicted on the "Site Vicinity Map" (Figure 1) included in the Appendix.
At the time of our site reconnaissance (April 2022), the site was covered with trees and/or heavy
underbrush. Buried and overhead utility lines were observed along the south site boundary (adjacent
to West Cumberland Street). The ground surface across most of the site is generally flat and level or
has a gradual downward slope to the west. We estimate site relief to be on the order of 3 feet.
PSI reviewed historical aerial photos available on Google Earth. Based on this, the site appears
as wooded in 1994 and cleared and graded from 2000 until around 2013 when thick vegetation
began covering the site. At the time of our field investigation, the ground surface across most of
the site was generally firm and dry and our equipment (an ATV -mounted drill rig) experienced no
apparent difficulty moving across the site. However, due to the wooded nature of the site, clearing
with heavy equipment was needed for access of our drilling equipment.
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Proposed Retail Pet Supply Facility, Dunn, NC
LonPSI Report No. 05111058
March 20, 2022
3.2 SITE GEOLOGY
The project site is located within Harnett County, North Carolina, and lies within the Coastal Plain
Physiographic Province of the eastern United States. This province is characterized by gently
sloping plains containing numerous broad, slowly moving rivers with broad flood plains. Low-lying
marsh and swamp regions are also prevalent. The Coastal Plain is comprised of sediments (mainly
sands and clays) that have been transported eastward from highlands to the west by erosional
forces. Some of these sediments have been consolidated to form sedimentary rock beds such as
sandstone and mudstone; however, often the sediments are poorly consolidated or unconsolidated.
This process began approximately 200 million years ago and, based on seismic refraction and well
data, the depth of these sediments to the underlying basement rock ranges from less than 10 feet at
the fall line (the western boundary of the Coastal Plain and the eastern boundary of the Piedmont)
to approximately 10,000 feet at the Outer Banks of North Carolina. Deposition commonly occurred
beneath the sea and numerous lenses and beds of hard limestone also occur within the Coastal
Plain strata.
Review of the Geologic Map of North Carolina (compiled by the North Carolina Geological Survey,
1985) indicates that Coastal Plain sediments of the Cretaceous age Middendorf formation outcrop
at the subject site. These sediments are described primarily as sands, sandstone and mudstone.
Previously placed fill soils were encountered at the borings, and fill materials are often
encountered on previously developed sites such as this. The suitability of existing fill can vary
significantly across the site. It is not uncommon to encounter buried debris and unsuitable
materials on previously developed sites.
3.3 SUBSURFACE CONDITIONS
General subsurface conditions encountered during the subsurface exploration are described below.
For more detailed soil descriptions and stratifications at the boring locations, the Boring Logs should
be reviewed. The Boring Logs represent our interpretation of the subsurface conditions based on a
review of the field logs and an engineering examination of the samples. The horizontal stratification
lines designating the interface between various strata represent approximate boundaries. Transition
between different strata in the field may be gradual in both the horizontal and vertical directions.
Groundwater, or lack thereof, encountered in the borings and noted on the "Boring Logs" represents
conditions only at the time of the exploration.
3.3.1 SURFACE
Initially the borings encountered a layer of topsoil approximately 3 to 6 inches thick. However,
deeper pockets of topsoil may be present in other areas of the site. The term topsoil, as used in this
report, is a general designation given to the surface horizon of soil which appears to have an elevated
organic content. No laboratory testing was performed on the topsoil to determine its suitability for
supporting plant life, or ability to satisfy a particular specification.
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3.3.2 FILL
Proposed Retail Pet Supply Facility, Dunn, NC
PSI Report No. 05111058
March 20, 2022
Apparent previously placed fill material was encountered beneath the topsoil layer at the borings.
The apparent fill soils extended to depths ranging from about 3 to 5 '/2 feet beneath the existing
ground surface and generally consisted of loose to medium dense Silty SAND (SM) with rock
fragments. The Standard Penetration Test resistances (N-values) recorded in the apparent fill
material ranged from 10 to 28 blows per foot (bpf) suggesting moderate to good compaction.
3.3.3 ALLUVIUM
Apparent alluvial soils were encountered beneath the fill material at the borings, extending to
depths ranging from about 17 to 22 feet beneath the existing ground surface. The alluvium
encountered at the borings generally consisted of loose Silty Clayey SAND (SC-SM), very loose
to medium dense Silty SAND (SM), loose to medium dense Clayey SAND (SC), very loose to
medium dense GRAVEL with Sand and Silt (GM), medium dense Clayey GRAVEL (GC), and
medium dense Well Graded GRAVEL (GW). Lesser amounts of soft to firm Lean CLAY (CL) were
also encountered. The N-values recorded in the apparent alluvial soils at the borings ranged from
2 to 20 bpf but were generally in the 4 to 15 bpf range. Alluvial soils are deposited by water and
often are poorly consolidated. Borings B-5 and B-6 were terminated in the apparent alluvium at
a depth of about 10 feet beneath the existing ground surface.
3.3.4 COASTAL PLAIN DEPOSITS
Coastal plain deposit soils were encountered beneath the apparent alluvial soil layer at borings B-1
through B-4. These soils generally consisted of medium dense to dense Clayey SAND (SC) and
medium dense Well Graded SAND (SW). The N-values recorded in these coastal plain deposit soils
ranged from 11 to 46 bpf. Borings B-1 through B-4 were terminated in the coastal plain deposit soils
at depths ranging from 20 to 50 feet below the existing ground surface.
3.3.5 GROUNDWATER INFORMATION
The borings were checked for groundwater at the time of drilling. Mud rotary drilling techniques
were employed for boring B-1. This drill method introduces water and drilling mud into the boring
during drilling. Therefore, the groundwater level recorded upon completion was not available for
boring B-1. Hollow stem augers were used to drill B-2 through B-6, enabling groundwater levels
to be recorded after drilling at these borings. The boreholes were backfilled with bentonite chips
or the auger cuttings upon completion. Therefore, delayed groundwater checks were not made.
Groundwater infiltration was noted in four of the borings at the approximate depths presented in
the following table.
Groundwater Depths
Approximate Depth to
Approximate Depth to Groundwater
Boring
Groundwater at Time of Drilling
at the Completion of Drilling (feet)
(feet)
B-1
7
N/A
B-2
12
12'/2
B-3
11
12
B-4
12
13'/2
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Proposed Retail Pet Supply Facility, Dunn, NC
LonPSI Report No. 05111058
March 20, 2022
Subsurface water levels within this region tend to fluctuate with seasonal and climatic changes,
as well as with some types of construction operations. Generally, the highest groundwater levels
occur in late winter and early spring, and the lowest levels in late summer and early fall.
Therefore, water may be encountered during construction at depths not indicated during this
study.
Additionally, perched groundwater conditions can develop over low permeability soil or weathered
rock following periods of heavy or prolonged precipitation. Groundwater may be encountered
during construction at depths not indicated during this exploration.
3.3.6 LABORATORY TEST RESULTS
The results of the laboratory testing program are summarized in the following table.
Sample
Location
Sample
Depth (ft)
Moisture
Content
%
Percent
Fines
%
ATTERBERG LIMITS
USCS
Soil
Classification
LL
PL
PI
B-1
1 —2'/2
15.3
22.6
--
--
--
SC*
B-1
3'/2 - 5
14.9
39.1
19
13
6
SC-SM
B-1
13'/2 - 15
16.4
14.0
--
--
--
GC*
B-1
18'/2 - 20
21.0
4.2
--
--
--
GW*
B-1
23'/2 - 25
19.5
21.6
30
18
12
SC
B-1
38'/2 - 40
19.4
12.9
--
--
--
SC*
B-1
48'/2 - 50
24.9
4.0
--
--
--
SW*
* Based on visual classification
4 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS
4.1 GEOTECHNICAL ASSESSMENT
The following geotechnical design recommendations have been developed on the basis of the
previously described project characteristics and subsurface conditions encountered. If there are
any changes in these project criteria, including building location on the site or the construction of
earth retaining structures are required, a review should be made by PSI to determine if
modifications to the recommendations are warranted.
Once final design plans and specifications are available, a general review by PSI is recommended
as a means to check that the evaluations made in preparation of this report are correct and that
earthwork and foundation recommendations are properly interpreted and implemented.
Based on the results of the fieldwork, laboratory evaluation and engineering analyses, the
presence of previously placed fill material overlying alluvium is a potential constraint to site
development, as discussed further below.
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Proposed Retail Pet Supply Facility, Dunn, NC
PSI Report No. 05111058
March 20, 2022
Previously placed fill soils were encountered at the boring locations extending to depths ranging from
about 3 feet to 5'/2 feet beneath the existing ground surface. The apparent fill consisted of loose to
medium dense Silty SAND (SM) with rock fragments. Organic material and other foreign debris were
not noted in the sampled fill material. Standard Penetration Test resistances (N-values) ranging from
10 to 28 blows per foot (bpf) were recorded in the apparent fill. These N-values suggest a moderate
to good level of compaction.
PSI was not provided with field test data related to the fill placement. If such information exists,
we recommend that the owner obtain that data and provide it to PSI for review. A
subsurface exploration, performed after fill is placed, is limited in evaluating whether the fill
materials were compacted in a controlled manner, regardless of the number of borings or amount
of laboratory testing performed. If fill placement and compaction records are not available, the
owner must be willing to accept some risk when building on undocumented fill. Based upon the
results of our limited exploration, the limited site grading anticipated and the estimated light
structural loads we assess the risk as relatively low. Proofrolling the site following site stripping
can often detect significant concentrations of soft, wet or unsuitable materials which can be
selectively undercut and replaced.
As discussed earlier in this report, primarily sandy or gravelly alluvial soil was encountered
beneath the fill at the borings. The N-values recorded in the apparent alluvial soils at the borings
ranged from 2 to 20 bpf but were generally in the 4 to 15 bpf range. We note that a layer of low
N-value material was consistently encountered in the borings at a depth of about 8 feet. Due to
the low N-value layer we recommend a relatively low maximum allowable bearing pressure of
2,000 psf and that foundations be kept as shallow as possible to bear at least 5 feet above this
lower N-value layer (while still having adequate embedment).
Based on the borings, it appears much of the site soil material will be suitable for reuse as
structural fill. However, these soils should be examined by the geotechnical engineer to ensure it
conforms to the standards presented in Section 4.2. Depending on water conditions, some
moisture conditioning (drying) of the soils may be needed prior to reuse. It will be critical that
these operations be conducted during dry weather conditions only.
4.2 SITE PREPARATION AND EARTHWORK
Site clearing, stripping and grubbing operations should only be performed in dry weather conditions.
Initially, wet soils, topsoil, organics, debris, utilities, and other unsuitable materials, should be stripped
from an area extending at least 10 feet beyond the outline of the proposed construction. Removal of
trees should also include removal of their stumps and root balls, which can extend to several feet below
grade. Any existing below -grade construction encountered during site grading or construction should
be examined by the Geotechnical Engineer to determine if these materials will require removal.
Depressions or low areas resulting from stripping and grubbing or removal of other subsurface
appurtenances should be backfilled with compacted structural fill in accordance with the
recommendations presented in this report.
After stripping, removal of unsuitable surface soils, and rough excavation grading, we recommend that
areas to provide support for the floor slabs, pavements, and/or structural fill be evaluated for the
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Proposed Retail Pet Supply Facility, Dunn, NC
PSI Report No. 05111058
March 20, 2022
presence of soft or loose, surficial soils by proofrolling and inspection by the Geotechnical Engineer.
The proofroll should be performed using a loaded tandem axle dump truck, or similar rubber -tired
equipment, weighing between 15 and 25 tons. The vehicle should make at least four passes over
each location, with the last two passes perpendicular to the first two. Areas that wave, rut, or
deflect significantly and continue to do so after several passes of the proofroller should be
undercut to firmer soils as recommended by the Geotechnical Engineer. Undercut areas should
be backfilled in thin lifts with approved, compacted fill materials. Proofroll operations should be
monitored carefully by PSI's Project Geotechnical Engineer.
Drying soils for re -use as structural fill is often considered a routine aspect of typical grading operations
and is not considered a pay item. If unit prices for earthwork operations are established, they should
be examined closely before the contract is executed. If undercutting is a pay item, then undercut
volumes should be determined by field measurement. Methods such as counting trucks should not be
used for determination of undercut volume, as they are less accurate.
Recommended criteria for soil fill characteristics (both on -site and imported materials) and compaction
procedures are listed below. The project design documents should include the following
recommendations to address proper placement and compaction of project fill materials. Earthwork
operations should not begin until representative samples are collected and tested. The maximum dry
density and optimum moisture content should be determined.
EARTH FILL MATERIALS
Imported and on -site fill material satisfactory for structural fill should include clean soil
material with USCS classifications of (GW, GM, SW, SP, SM, and some SC, CL or ML).
The fill material should have a Standard Proctor (ASTM D698) Maximum Dry Density of
at least 100 pcf, a maximum Liquid Limit of 45 and a Plasticity Index of 25 or less. Fat
CLAY (CH) and Elastic SILT (MH) soils should not be used as structural fill.
Organic content or other foreign matter (debris) should be no greater than 3 percent by
weight, and no large roots (greater than '/4 inch in diameter) should be allowed. Organic
materials should not be intentionally mixed into structural fill.
Material utilized as fill should not contain rocks greater that 3 inches in diameter or greater
than 30 percent retained on the 3/4-inch sieve.
COMPACTION RECOMMENDATIONS
Maximum loose lift thickness — 8 inches, mass fill. Loose lifts of 4 to 6 inches in trenches
and other confined spaces where hand operated equipment is used.
Compaction requirements — 95 percent of the maximum dry density and 98 percent within
the upper 12 inches as determined by the standard Proctor (ASTM D698) compaction test.
Soil moisture content at time of compaction — within ±3 percent of the optimum moisture
content.
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Proposed Retail Pet Supply Facility, Dunn, NC
LonPSI Report No. 05111058
March 20, 2022
TEST CRITERIA TO EVALUATE FILL AND COMPACTION
One standard Proctor compaction test and one Atterberg limits test for each soil type used
as project fill. Gradation tests may be necessary and should be performed at the
Geotechnical Engineer's discretion.
One density test every 2,500 square feet for each lift or two tests per lift, whichever is
greater (for preliminary planning only; the test frequency should be determined by our
engineering staff).
Trench fill areas — one density test every 75 linear feet at vertical intervals of 2 feet or less.
It will be important to maintain positive site drainage throughout construction. Storm water runoff should
be diverted around the building and pavement areas. The site should be graded at all times such that
water is not allowed to pond. The surface should be sealed with a smooth drum roller to enhance
drainage if precipitation is expected. Subgrades damaged by construction equipment should be
repaired immediately to avoid further degradation in adjacent areas and to help prevent water ponding.
Should there be a significant time lag or period of inclement weather between site grading and the fine
grading of the slab prior to the placement of stone or concrete, the Geotechnical Engineer of Record
or qualified representative should assess the condition of the prepared subgrade. The subgrade may
require scarification and re -compaction or other remedial measures to provide a firm and unyielding
subgrade prior to final slab construction.
4.3 SEISMIC CONSIDERATIONS
The project site is located within a municipality that employs the 2015 International Building Code'
(IBC). As part of this Code, the design of structures must consider dynamic forces resulting from
seismic events. These forces are dependent upon the magnitude of the earthquake event, as
well as the properties of the soils that underlie the site. As part of the procedure to evaluate
seismic forces, the Code requires the evaluation of the Seismic Site Class, which categorizes the
site based upon the characteristics of the subsurface profile within the upper 100 feet of the
ground surface.
To define the Site Class for this project, we first interpreted the results of soil test borings drilled
within the project site and estimated appropriate soil properties below the base of the borings to
a depth of 100 feet, as permitted by the Code. The estimated soil properties were based upon
our experience with subsurface conditions in the general site area.
Based upon the SPT N-values recorded during the field exploration, the subsurface conditions
within the site are consistent with the characteristics of a Site Class "D" as defined in Table
1613.5.2 of the Code.
The associated IBC (2015) probabilistic ground acceleration values and site coefficients for the
general site area were obtained from the USGS U.S. Seismic Design Maps Web Application
(http://geohazards.usgs.gov/designmaps/us/application.php) and are presented in the table
below:
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Proposed Retail Pet Supply Facility, Dunn, NC
LonPSI Report No. 05111058
March 20, 2022
Ground Motion Values for Site Class "D"*
Mapped MCE
Adjusted MCE
Design
Period
Spectral
Site
Spectral
Spectral
(sec)
Response
Coefficients
Response
Response
Acceleration**
Acceleration
Acceleration
0.2
Ss
0.182
Fa
1.6
SMs
0.291
SD,
0.194
1.0
S,
0.085
F,
2.4
SM,
0.205
SD,
0.137
*2% Probability of Exceedance in 50 years for Latitude 35.32274 and Longitude-78.64007
**At B-C interface (i.e. top of bedrock).
MCE = Maximum Considered Earthquake
The Site Coefficients, Fa and F, presented in the above tables were obtained also from the noted
USGS webpage, as a function of the site classification and mapped spectral response
acceleration at the short (Ss) and 1-second (S,) periods but can also be interpolated from IBC
Tables 1613.5.3(1) and 1613.5.3(2).
4.4 FOUNDATION RECOMMENDATIONS
Based on the subsurface exploration performed at the site, the following recommendations are
provided to support the proposed structure at the site.
Based on the results of the geotechnical exploration and anticipated structural loads, the
proposed structure can likely be supported on conventional shallow spread and wall footings. We
recommend that footings be designed for a maximum net allowable soil bearing capacity of 2,000
psf. This recommendation assumes that the building foundations will bear in well -compacted
existing fill or alluvium consisting of Silty SAND (SM) or Clayey SAND (SC), or new structural fill
placed and compacted in accordance with the recommendations of this report. We recommend
continuous wall and column footings with minimum widths of at least 18 inches and 24 inches,
respectively regardless of the actual resulting bearing pressure.
All foundation excavations should be evaluated for the presence of organic -laden and/or poorly
compacted fill soils. As such, we recommend that Dynamic Cone Penetrometer (DCP) testing be
performed within footing excavations and should extend to a minimum depth of 3 feet below the
bottom of the foundation grade. If unsuitable bearing material such as poorly compacted or
organic laden fill soils are found, they should be removed and replaced with a low -plastic structural
fill to a depth of 2 feet below the footing bottom. If compacted structural fill is used as backfill, the
undercut excavations to remove unsuitable materials should be centered beneath the footing and
widened'/2 foot in each direction for each foot of undercut depth, measured from the outside edge
of the new foundation. If lean concrete is used as backfill, the foundation excavation need not be
widened. Open graded stone, such as No. 57 stone, should not be used as backfill beneath
foundations because of the tendency of water to accumulate in open -graded aggregate.
Page 10 of 16

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Proposed Retail Pet Supply Facility, Dunn, NC
PSI Report No. 05111058
March 20, 2022
All foundations should bear at a minimum depth of 18 inches below the lowest adjacent final
ground surface for frost penetration, and protective embedment. However, as discussed in
Section 4.1, due to a layer of low N-value material consistently encountered in the borings at a
depth of about 8 feet, we recommend that foundations be kept as shallow as possible to bear at
least 5 feet above this lower N-value layer. PSI recommends that the foundations be designed
in accordance with the 2015 International Building Code.
We estimate that footings with width no larger than 5 feet, designed and constructed in
accordance with the recommendations herein will experience post -construction total settlements
generally less than 1-inch with differential settlement along a 25-foot long portion of a continuous
footing, or similarly spaced column footings generally less than '/2-inch. Total and differential
settlements of these magnitudes are usually considered tolerable for the anticipated construction.
However, the tolerance of the proposed structure to the predicted total and differential settlements
should be confirmed by the structural engineer.
Foundation concrete should be placed as soon as possible after excavation and after any needed
over excavation and re -compaction. If foundation excavations must be left open overnight, or
exposed to inclement weather, the base of the excavation should be protected with a "mud mat"
consisting of 2 to 3 inches thick of lean concrete. Footing excavations should be protected from
surface water run-off and freezing. If water is allowed to accumulate within a footing excavation
and soften the bearing soils, or if the bearing soils are allowed to freeze, the deficient soils should
be removed from the excavation prior to concrete placement.
4.5 FLOOR SLAB RECOMMENDATIONS
Floor slabs may be supported on subgrades prepared in accordance with the SITE
PREPARATION AND EARTHWORK section (paragraph 4.2) of this report.
Where concrete slabs are designed as beams on an elastic foundation, the soils that will comprise
the subgrade soils should be assumed to have a modulus of subgrade reaction (k) of 100 pounds
per cubic inch (pci). This value is estimated based on the expected results of a plate load test
using a nominal 1-foot by 1-foot plate. However, depending on how the slab load is applied, the
value will have to be geometrically modified for larger areas.
In order to provide uniform support beneath any proposed floor slab -on -grade, we recommend
that floor slabs be underlain by a minimum of 4 inches of compacted aggregate base course
material. The estimated modulus of subgrade reaction after the addition of 4 inches of aggregate
subbase material is 150 pci.
The aggregate base course material should be compacted to at least 98 percent of its standard
Proctor maximum dry density. Open -graded crushed stone, such as No. 57 stone, may also be
used; however, it is our experience that open graded crushed stone can collect water during
periods of rain and cause saturation and softening of the subgrade soils prior to placement of the
floor slab concrete. Therefore, construction sequencing/timing, and the season in which the stone
is placed, should be taken into consideration.
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Lon
Proposed Retail Pet Supply Facility, Dunn, NC
PSI Report No. 05111058
March 20, 2022
The crushed rock or aggregate base is intended to provide a capillary break to limit migration of
moisture through the slab. If additional protection against moisture vapor is desired, a vapor
retarding membrane may also be incorporated into the design. Shallow groundwater encountered
at the site indicates that there will be available moisture for transmission through the slab. Based
on the subsurface materials and the intended use of the structure, we recommend the use of a
vapor retarding membrane. Vapor retarders, if used, should be installed in accordance with ACI
302.1, Chapter 3.
The precautions listed below should be closely followed for construction of slabs -on -grade. These
details will not prevent the amount of slab movement but are intended to reduce potential damage
should some settlement of the supporting subgrade take place.
Cracking of slabs -on -grade is normal and should be expected. Cracking can occur not
only as a result of heaving or compression of the supporting soil, but also as a result of
concrete curing stresses. The occurrence of concrete shrinkage cracks, and problems
associated with concrete curing may be reduced and/or controlled by limiting the water to
cement ratio of the concrete, proper concrete placement, finishing, and curing, and by the
placement of crack control joints at frequent intervals, particularly, where re-entrant slab
corners occur. The American Concrete Institute (ACI) recommends a maximum panel
size (in feet) equal to approximately three times the thickness of the slab (in inches) in
both directions. For example, joints are recommended at a maximum spacing of 12 feet
assuming a four -inch thick slab. We also recommend that control joints be scored three
feet in from and parallel to all foundation walls. Using fiber reinforcement in the concrete
can also help control shrinkage cracking.
• Some increase in moisture content is inevitable as a result of development and associated
landscaping; however, extreme moisture content increases can be largely controlled by
proper and responsible site drainage, building maintenance and irrigation practices.
All backfill in areas supporting slabs should be moisture conditioned and compacted as
described earlier in this report. Backfill in all interior and exterior utility line trenches should
be carefully compacted.
• Exterior slabs should be isolated from the building. These slabs should be reinforced to
function as independent units. Movement of these slabs should not be transmitted to the
building foundation or superstructure.
4.6 PAVEMENT RECOMMENDATIONS
4.6.1 PAVEMENT SUBGRADE PREPARATION
Following the stripping of deleterious materials, we recommend the proposed pavement subgrade be
prepared and compacted in accordance with the recommendations provided in Section 4.2 "SITE
PREPARATION AND EARTHWORK" of this report.
We recommend proofrolling and re -compacting the upper 1-foot of subgrade immediately prior to
placement of the aggregate base course (ABC). The exposed pavement subgrade should also be
evaluated by a representative of PSI immediately prior to placing ABC. If low consistency soils are
Page 12 of 16

Proposed Retail Pet Supply Facility, Dunn, NC
LonPSI Report No. 05111058
March 20, 2022
encountered which cannot be adequately compacted in place, such soils should be removed and
replaced with well -compacted soil fill or crushed stone materials.
Based upon the assumed grading, we anticipate sandy Coastal Plain deposit soils, or newly -placed
structural fill soils will be present at the proposed subgrade elevation. A California Bearing Ratio (CBR)
value of about 6 can be reasonably assumed for the structural fill or native sandy soils at compaction
levels of about 98 percent of the standard Proctor maximum dry density within about 3 percent of
optimum moisture.
Site grading is generally accomplished early in the construction phase. Subsequently as construction
proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation,
and rainfall. As a result, the pavement subgrade may not be suitable for pavement construction and
corrective action will be required. The subgrade should be carefully evaluated at the time of pavement
construction and subgrade areas should be reworked, moisture conditioned, and property compacted
to the recommendations in this report immediately prior to paving.
Prevention of infiltration of water into the subgrade is essential for the successful long-term
performance of any pavement. Both the subgrade and the pavement surface should be sloped to
promote surface drainage away from the pavement structure.
4.6.2 FLEXIBLE PAVEMENT RECOMMENDATIONS
EDG requested recommendations for flexible and rigid pavements and provided the following traffic
loading information in their "Geotech Report Work Oder", dated September 2, 2021:
15,000 ESAL (light duty areas)
150,000 ESAL (heavy duty areas)
Design Life: 20 years
EDG requested PSI to base the recommended pavement sections on an estimated California
Bearing Ratio (CBR) value developed by PSI. We anticipate that the traffic loads will be produced
primarily by automobile traffic with weekly delivery and trash removal trucks. A conservative CBR
value of 5 was estimated for the in -situ, low plasticity sands and silty sands, and newly placed
structural fill. Structural fill placed in pavement areas should be compacted to 98 percent of the
standard Proctor maximum dry density and within 3 percent of the optimum moisture content.
Based on our experience with similar facilities and subgrade conditions, which are typical for this
region, we recommend the following minimum pavement sections. If more detailed traffic loading
information becomes available, the pavement sections designs should be reviewed and revised,
if necessary.
The pavement recommendations were based on "NCDOT Pavement Design Procedure", January
2019 and our experience with similar parking lots and delivery truck drive areas. The following
assumptions were made in developing the flexible pavement recommendations:
Reliability: 85%
Standard Error: 0.45
Initial Serviceability: 4.2
Terminal Serviceability: 2.5
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Proposed Retail Pet Supply Facility, Dunn, NC
PSI Report No. 05111058
March 20, 2022
RECOMMENDED MINIMUM MATERIAL THICKNESS
FLEXIBLE
inches
TOTAL
Aggregate Base
Asphalt Course
Asphalt Course
PAVEMENT
PAVEMENT
SECTION
SECTION
Course
INTERMEDIATE
SURFACE
(inches)
(ABC)
(I19.00)
(S9.513)
Light Duty Areas
6
1
1 3 (in two lifts)
9
Heavy Duty Areas
8
1 2 '/2
1 2 '/2
13
Notes: 1) Light Duty Areas calculated based on traffic loading of 15, 000 ESALS or less. Parking
stalls only with no through traffic. Prime coat required between ABC and asphalt.
2) Heavy Duty Areas calculated based on traffic loading of 150, 000 ESALS or less.
The pavement sections presented represent minimum section thicknesses for the traffic loadings
provided. Since parking lot pavements are subject to additional abuses other than vehicle loading
and tire contact, parking lot pavements require periodic maintenance to achieve the actual design
life.
4.6.3 RIGID PAVEMENT RECOMMENDATIONS
The use of concrete for paving has become more prevalent in recent years due to the long-term
maintenance cost benefits of concrete compared to asphaltic pavements. Proper finishing of
concrete pavements requires the use of appropriate construction joints to reduce the potential for
cracking. Construction joints should be designed in accordance with current Portland Cement
Association guidelines. Joints should be sealed to reduce the potential for water infiltration into
pavement joints and subsequent infiltration into the supporting soils. The concrete should have a
minimum compressive strength of 4,000 psi at 28 days. The concrete should also be designed
with 5 ± 1 percent entrained air to improve workability and durability. All pavement materials and
construction procedures should conform to NCDOT or appropriate city, county requirements.
Large front -loading trash dump trucks frequently impose concentrated front -wheel loads on
pavements during loading. This type of loading typically results in rutting of the pavement and
ultimately, pavement failures. Therefore, we recommend that the pavement in trash pickup areas
consist of a minimum 6-inch graded aggregate base overlain by a minimum 7-inch thick, rigid
pavement.
RIGID (CONCRETE) PAVEMENT
LIGHT -DUTY'
HEAVY-DUTY2
TRASH PICK-UP
PAD
Portland Cement Concrete (4,000 psi)
5 inches
6 inches
7 inches
Aggregate Base Course (ABC)
4 inches
6 inches
6 inches
Notes: 1) Light Duty Areas calculated based on traffic loading of 15, 000 ESALS or less. Parking
stalls only with no through traffic.
2) Heavy Duty Areas calculated based on traffic loading of 150, 000 ESALS or less.
Prime coat required between ABC and asphalt for all concrete pavement sections.
Page 14 of 16

Proposed Retail Pet Supply Facility, Dunn, NC
LonPSI Report No. 05111058
March 20, 2022
5 CONSTRUCTION CONSIDERATIONS
5.1 GROUNDWATER
Groundwater level depths at the soil test borings immediately after drilling are in the range of about 7
to 13 feet below the existing grade at the site. Based on the borings, it appears that groundwater may
not significantly impact at -grade construction but may be encountered in utility excavations. If
encountered, we recommend that the groundwater table be lowered and maintained at a depth of at
least 2 feet below foundation bearing elevations or below undercut excavation bottoms during
construction. Adequate control of groundwater could likely be accomplished by means of pumping
from open trenches, sump pits and gravel -lined, cased sumps for a lowering of 1 to 2 feet. However,
groundwater lowering for utility installation may require the use of wellpoints. The contractor should be
responsible for selecting the most optimal dewatering method. Furthermore, we recommend that the
Contractor determine the actual groundwater levels at the time of construction to determine the
groundwater impact on the construction procedures. Some dewatering is anticipated to be necessary
for deep utility excavations.
Groundwater levels within this region tend to fluctuate with seasonal and climatic changes, and
confined pockets of perched water often occur above the groundwater table. Generally, the
highest groundwater levels occur in late winter and early spring; and the lowest levels in late
summer and early fall. Therefore, water may be encountered during construction at depths not
indicated during this study.
The contractor should be prepared to promptly remove surface water from the general construction
area by similar methods. If groundwater is encountered during trenching or foundation installation, PSI
should be notified so that we might determine whether there is a need for underslab drainage,
perimeter drains, or other recommendations for dewatering.
5.2 EXCAVATIONS AND SAFETY
Based on the data available from the borings, anticipated excavations during site grading will
encounter medium dense soils that can generally be removed by conventional earthmoving
equipment such as pans, scrapers, and backhoes. Some localized pre -loosening of higher
consistency soils may be necessary.
In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor,
Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for
Excavations, 29 CFR, Part 1926, Subpart P". This document was issued to better allow for the safety
of workers entering trenches or excavations. It is mandated by this federal regulation that excavations,
whether they be utility trenches, basement excavations or footing excavations, be constructed in
accordance with the new OSHA guidelines. It is our understanding that these regulations are being
strictly enforced and if they are not closely followed, the owner and the Contractor could be liable for
substantial penalties.
The Contractor is solely responsible for designing and constructing stable, temporary excavations and
should shore, slope, or bench the sides of the excavations as required to maintain stability of both the
excavation sides and bottom. The Contractor's "responsible person", as defined in 29 CFR Part 1926,
should evaluate the soil exposed in the excavations as part of the Contractor's safety procedures. In
Page 15 of 16

Proposed Retail Pet Supply Facility, Dunn, NC
LonPSI Report No. 05111058
March 20, 2022
no case should slope height, slope inclination, or excavation depth, including utility trench excavation
depth, exceed those specified in all local, state, and federal safety regulations.
We are providing this information solely as a service to our client. PSI does not assume responsibility
for construction site safety or the Contractor's or other parties' compliance with local, state, and federal
safety or other regulations. Groundwater control is critical to excavation safety and is described above.
6 REPORT LIMITATIONS
The recommendations submitted are based on the available subsurface information obtained by
PSI and design details furnished by Embree Development Group, Inc. for the proposed project.
If there are any revisions to the plans for this project or if deviations from the subsurface conditions
noted in this report are encountered during construction, PSI should be notified immediately to
determine if changes in the foundation recommendations are required. If PSI is not retained to
perform these functions, we will not be responsible for the impact of those conditions on the
geotechnical recommendations for the project.
PSI warrants that the findings, recommendations, specifications, or professional advice contained
herein have been made in accordance with generally accepted professional geotechnical
engineering practices in the local area at the date of this report. No other warranties are implied
or expressed.
After the plans and specifications are more complete, PSI should be retained and provided the
opportunity to review the final design plans and specifications to check that our engineering
recommendations have been properly incorporated into the design documents. At that time, it
may be necessary to submit supplementary recommendations. This report has been prepared
for the exclusive use of Embree Development Group, Inc. and their consultants for the specific
application to the Proposed Retail Pet Supply Facility in Dunn, North Carolina.
Page 16 of 16

Lon
APPENDICES
Proposed Retail Pet Supply Facility, Dunn, NC
PSI Report No. 05111058
March 20, 2022

Proposed Retail Pet Supply Facility, Dunn, NC
LonPSI Report No. 05111058
March 20, 2022
SITE VICINITY MAP

Project Name:
Proposed Retail Pet Supply Facility
NWQ W Cumberland Street and Marlowe Drive
Dunn. North Carolina
Project No.: Date:
05111058 May 2022
2018 Base Aerial Obtained From Google Earth
Figure 1
Site Vicinity Map
psi
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Proposed Retail Pet Supply Facility, Dunn, NC
LonPSI Report No. 05111058
March 20, 2022
BORING LOCATION PLAN

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Project Name:
Proposed Retail Pet Supply Facility
NWQ W Cumberland Street and Marlowe Drive
Dunn, North Carolina
Project No.: Date:
05111058 May 2022
Base Drawing "Conceptual Site Plan"
Prepared by EMBREE Development, dated 10-14-2021
Figure 2
Boring Location Plan
4
NORTH
Legend
O Approximate
Boring Location
Approximate Scale
As Shown
untertC'
P!*1

Proposed Retail Pet Supply Facility, Dunn, NC
LonPSI Report No. 05111058
March 20, 2022
GENERAL NOTES AND
SOIL CLASSIFICATION CHART

GENERAL NOTES
SAMPLE IDENTIFICATION
The Unified Soil Classification System (USCS), AASHTO 1988 and ASTM designations D2487 and D-2488 are
used to identify the encountered materials unless otherwise noted. Coarse -grained soils are defined as having
more than 50% of their dry weight retained on a #200 sieve (0.075mm); they are described as: boulders,
cobbles, gravel or sand. Fine-grained soils have less than 50% of their dry weight retained on a #200 sieve;
they are defined as silts or clay depending on their Atterberg Limit attributes. Major constituents may be added
as modifiers and minor constituents may be added according to the relative proportions based on grain size.
DRILLING AND SAMPLING SYMBOLS
SFA: Solid Flight Auger - typically 4" diameter
SS:
Split -Spoon - 1 3/8" I.D., 2" O.D., except
flights, except where noted.
where noted.
HSA: Hollow Stem Auger - typically 3'/4" or 4'/4 I.D.
ST:
Shelby Tube - 3" O.D., except where noted.
openings, except where noted.
M.R.: Mud Rotary - Uses a rotary head with
0 RC:
Rock Core
Bentonite or Polymer Slurry
® TC:
Texas Cone
R.C.: Diamond Bit Core Sampler
H.A.: Hand Auger
BS:
Bulk Sample
P.A.: Power Auger - Handheld motorized auger
0 PM:
Pressuremeter
CPT-U:
Cone Penetrometer Testing with
Pore -Pressure Readings
SOIL PROPERTY SYMBOLS
N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D.
Split -Spoon.
N60: A "N" penetration value corrected to an equivalent
60% hammer energy transfer efficiency (ETR)
Qu: Unconfined compressive strength, TSF
QP: Pocket penetrometer value, unconfined compressive
strength, TSF
w%: Moisture/water content, %
LL: Liquid Limit, %
PL: Plastic Limit, %
PI: Plasticity Index = (LL-PL),%
DD: Dry unit weight, pcf
1 E,�r Apparent groundwater level at time noted
RELATIVE DENSITY OF COARSE -GRAINED SOILS ANGULARITY OF COARSE -GRAINED PARTICLES
Relative Density N - Blows/foot
Description Criteria
Very Loose 0-4
Angular:
Particles have sharp edges and relatively plane
Loose 4 - 10
sides with unpolished surfaces
Medium Dense 10 - 30
Subangular:
Particles are similar to angular description, but have
Dense 30 - 50
rounded edges
Very Dense 50 - 80
Subrounded:
Particles have nearly plane sides, but have
Extremely Dense 80+
well-rounded corners and edges
Rounded:
Particles have smoothly curved sides and no edges
GRAIN -SIZE TERMINOLOGY
PARTICLE SHAPE
Component Size Range Description Criteria
Boulders: Over 300 mm (>12 in.) Flat: Particles with width/thickness ratio > 3
Cobbles: 75 mm to 300 mm (3 in. to 12 in.) Elongated: Particles with length/width ratio > 3
Coarse -Grained Gravel: 19 mm to 75 mm (% in. to 3 in.) Flat & Elongated: Particles meet criteria for both flat and
Fine -Grained Gravel: 4.75 mm to 19 mm (No.4 to % in.) elongated
Coarse -Grained Sand: 2 mm to 4.75 mm (No.10 to No.4)
Medium -Grained Sand: 0.42 mm to 2 mm (No.40 to No.10) RELATIVE PROPORTIONS OF FINES
Fine -Grained Sand: 0.075 mm to 0.42 mm (No. 200 to No.40) Descriptive Term % Dry Weight
Silt: 0.005 mm to 0.075 mm Trace: < 5%
Clay: <0.005 mm With: 5% to 12%
Modifier: >12% Page 1 of

Mom'
fi
GENERAL NOTES
(Continued)
CONSISTENCY OF FINE-GRAINED SOILS MOISTURE CONDITION DESCRIPTION
Q„ - TSF
N - Blows/foot
Consistency
Description
Criteria
Dry:
Absence of moisture, dusty, dry to the touch
0 -
0-2
Very Soft
Moist:
Damp but no visible water
0. 0. 50
-.00
2-4
Soft
Wet:
Visible free water, usually soil is below water table
0.50-1
4-8
Firm (Medium Stiff)
1.00 - 2.00
8 - 15
Stiff
RELATIVE PROPORTIONS OF SAND AND GRAVEL
2.00 - 4.00
15 - 30
Very Stiff
Descriptive Term % Dry Weight
4.00 - 8.00
30-50
Hard
Trace: < 15%
8.00+
50+
Very Hard
With: 15% to 30%
Modifier: >30%
STRUCTURE DESCRIPTION
Description
Criteria
Description
Criteria
Stratified:
Alternating layers of varying material or color with
Blocky:
Cohesive soil that can be broken down into small
layers at least'/4-inch (6 mm) thick
angular lumps which resist further breakdown
Laminated:
Alternating layers of varying material or color with
Lensed:
Inclusion of small pockets of different soils
layers less than'/4-inch (6 mm) thick
Layer:
Inclusion greater than 3 inches thick (75 mm)
Fissured:
Breaks along definite planes of fracture with little
Seam:
Inclusion 1/8-inch to 3 inches (3 to 75 mm) thick
resistance to fracturing
extending through the sample
Slickensided:
Fracture planes appear polished or glossy,
Parting:
Inclusion less than 1/8-inch (3 mm) thick
sometimes striated
SCALE OF RELATIVE ROCK HARDNESS
Q„ - TSF
Consistency
2.5 - 10
Extremely Soft
10-50
Very Soft
50 - 250
Soft
250 - 525
Medium Hard
525 - 1,050
Moderately Hard
1,050 - 2,600
Hard
>2,600
Very Hard
ROCK VOIDS
Voids Void Diameter
Pit <6 mm (<0.25 in)
Vug 6 mm to 50 mm (0.25 in to 2 in)
Cavity 50 mm to 600 mm (2 in to 24 in)
Cave >600 mm (>24 in)
ROCK BEDDING THICKNESSES
Description
Criteria
Very Thick Bedded
Greater than 3-foot (>1.0 m)
Thick Bedded
1-foot to 3-foot (0.3 m to 1.0 m)
Medium Bedded
4-inch to 1-foot (0.1 m to 0.3 m)
Thin Bedded
1'/4-inch to 4-inch (30 mm to 100 mm)
Very Thin Bedded
'/z-inch to 1'/4-inch (10 mm to 30 mm)
Thickly Laminated
1/8-inch to 1/2-inch (3 mm to 10 mm)
Thinly Laminated
1/8-inch or less "paper thin" (<3 mm)
GRAIN -SIZED TERMINOLOGY
(Typically Sedimentary Rock)
Component
Size Range
Very Coarse Grained
>4.76 mm
Coarse Grained
2.0 mm - 4.76 mm
Medium Grained
0.42 mm - 2.0 mm
Fine Grained
0.075 mm - 0.42 mm
Very Fine Grained
<0.075 mm
ROCK QUALITY DESCRIPTION
DEGREE OF WEATHERING
Rock Mass Description
RQD Value
Slightly Weathered: Rock generally fresh, joints stained and discoloration
Excellent
90 -100
extends into rock up to 25 mm (1 in), open joints may
Good
75 - 90
contain clay, core rings under hammer impact.
Fair
50-75
Poor
25-50
Weathered: Rock mass is decomposed 50% or less, significant
Very Poor
Less than 25
portions of the rock show discoloration and
weathering effects, cores cannot be broken by hand
or scraped by knife.
Highly Weathered: Rock mass is more than 50% decomposed, complete
discoloration of rock fabric, core may be extremely
broken and gives clunk sound when struck by
hammer, may be shaved with a knife.
Page 2 of 2

SOIL CLASSIFICATION CHART
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
MAJOR DIVISIONS
SYMBOLS
TYPICAL
DESCRIPTIONS
GRAPH
LETTER
GRAVEL
AND
CLEAN
GRAVELS
�'�'�'�
: :
GW
WELL -GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NO FINES
GRAVELLY
SOILS
(LITTLE OR NO FINES)
° �o o �o
o DDo D
00
° °� °
GP
POORLY -GRADED GRAVELS, GRAVEL
- SAND MIXTURES, LITTLE OR NO
FINES
COARSE
GRAINED
SOILS
MORE THAN 50%
OF COARSE
GRAVELS WITH
FINES
° �°
c D
c)
° °
c
o
°
D
O
°
GM
SILTY GRAVELS, GRAVEL - SAND -
SILT MIXTURES
FRACTION
RETAINED ON NO.
4 SIEVE
(APPRECIABLE AMOUNT
OF FINES)
LIE
GC
CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
SAND
CLEAN SANDS
SW
WELL -GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
MORE THAN 50%
OF MATERIAL IS
LARGER THAN NO.
200 SIEVE SIZE
AND
SANDY
SOILS
(LITTLE OR NO FINES)
SP
POORLY -GRADED SANDS, GRAVELLY
SAND, LITTLE OR NO FINES
o
MORE THAN 50%
SANDS WITH
FINES
SM
SILTY SANDS, SAND - SILT MIXTURES
OF COARSE
FRACTION
PASSING ON NO. 4
SIEVE
(APPRECIABLE AMOUNT
OF FINES)
v7
SC
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
ML
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS OF LOW TO
SILTS
FINE
GRAINED
SOILS
AND LIQUID LIMIT
CLAYS LESS THAN 50
CL
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY CLAYS,
LEAN CLAYS
OL
ORGANIC SILTS AND ORGANIC SILTY
CLAYS OF LOW PLASTICITY
MORE THAN 50%
OF MATERIAL IS
SMALLER THAN
NO. 200 SIEVE
MH
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR SILTY
SOILS
SIZE
SILTS
LIQUID LIMIT
AND GREATER THAN50
CLAYS
CH
INORGANIC CLAYS OF HIGH
PLASTICITY
OH
ORGANIC CLAYS OF MEDIUM TO HIGH
PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOILS
.' . ' . ' . '
PT
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
Mom'

Lon
BORING LOGS
Proposed Retail Pet Supply Facility, Dunn, NC
PSI Report No. 05111058
March 20, 2022

DATE STARTED: 4/29/22 DRILL COMPANY: HPC BORING B-1
DATE COMPLETED: 4/29/22 DRILLER: Cain LOGGED BY: Steege
COMPLETION DEPTH 50.0 ft DRILL RIG: CME 550 While Drilling 7 feet
BENCHMARK: N/A DRILLING METHOD: Mud Rotary 1 Upon Completion N/A
ELEVATION: N/A SAMPLING METHOD: 2-in SS, Standard 7 Delay N/A
LATITUDE: HAMMER TYPE: Automatic BORING LOCATION:
LONGITUDE: EFFICIENCY N/A See Boring Location Plan
STATION: N/A OFFSET: N/A REVIEWED BY: AOS
REMARKS: Borehole backfilled with bentonite chips upon completion.
STANDARD PENETRATION
in
o
L
TEST DATA
Q)
o
0-
o
m
c
o
IN in blows/ft OO
o
J
Z
a
MATERIAL DESCRIPTION
N
°
Q
of
X Moisture 0 PL
t ILL
Additional
co
Q
Q
E
N
o za so
Remarks
Lu
)
�
STRENGTH, tsf
I
Qu ))K Qp
o 2.0 4.0
0
i'
TOPSOIL (4 inches)
FILL - Loose, Brown, Silty SAND - Moist
1
12
SM
4-5-5
15
°
X
Fines = 22.6%
N=10
ALLUVIUM - Loose, Gray, Silty, Clayey
SAND, slight organic odor - Moist
ILL = 19
2
12
C-S
4-4-5
15
°
PL = 13
5
N=9
Fines = 39.1 %
ALLUVIUM - Medium Dense, Brown/Gray,
3
12T
Silty SAND with Clay and Gravel - Wet
SM
4-6-7
N=13
ALLUVIUM - Very Loose, Brown/Gray,
o
GRAVEL with Sand and Silt - Wet
4
1
2-2-2
°
10
a
GM
N=4
ALLUVIUM - Medium Dense, Brown and
Gray, Clayey GRAVEL with Sand - Wet
5
8
GC
2-5-12
16
Fines = 14.0%
15
N=17
ALLUVIUM - Medium Dense, Brown and
• �'
Gray, Well Graded GRAVEL with Sand - Wet
6
14
GW
7-7-8
21
° X
Fines = 4.2%
20
•
N=15
COASTAL PLAIN DEPOSIT -Dense to
Medium Dense, Gray, Clayey SAND - Moist
7
18
13-16-23
20
°
ILL=30
PL = 18
25
N=39
Fines = 21.6%
SC
8
18
4-8-9
°
30
N=17
SC
Continued Next Page
Intertek Professional Service Industries, Inc. PROJECT NO.: 05111058
5021-A West W.T. Harris Boulevard PROJECT: Proposed Retail Pet Supply Facility
si Charlotte, NC 28269 LOCATION: NWQ W Cumberland St (US Hwy 421)
Telephone: [phone] and Marlowe Drive
Dunn, North Carolina
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 2

DATE STARTED: 4/29/22 DRILL COMPANY: HPC BORING B-1
DATE COMPLETED: 4/29/22 DRILLER: Cain LOGGED BY: Steege
COMPLETION DEPTH 50.0 ft DRILL RIG: CME 550 While Drilling 7 feet
BENCHMARK: N/A DRILLING METHOD: Mud Rotary 1 Upon Completion N/A
ELEVATION: N/A SAMPLING METHOD: 2-in SS, Standard 7 Delay N/A
LATITUDE: HAMMER TYPE: Automatic BORING LOCATION:
LONGITUDE: EFFICIENCY N/A See Boring Location Plan
STATION: N/A OFFSET: N/A REVIEWED BY: AOS
REMARKS: Borehole backfilled with bentonite chips upon completion.
STANDARD PENETRATION
in
o
L
TEST DATA
Q)
o
0-
o
m
c
o
IN in blows/ft OO
o
J
Z
a
MATERIAL DESCRIPTION
N
m
Q
of
X Moisture 0 PL
t ILL
Additional
co
Q
Q
E
N
0 2e so
Remarks
�
C7
m
Cl)0
U
o
Lu
)
�
STRENGTH, tsf
IL
A Qu ))K Qp
0 2.0 4.0
COASTAL PLAIN DEPOSIT -Medium
Dense to Dense, Brown/Gray, Clayey SAND -
9
18
Moist
8-8-12
0
35
N=20
10
18
SC
11-14-17
19
X
0
Fines = 12.9%
40
N=31
11
18
6-10-7
0
45
:.
N=17
COASTAL PLAIN DEPOSIT -Medium
Dense, Gray/Brown, Well Graded SAND -
Moist
SW
12
18
7-13-12
25
Fines = 4.0%
50
N=25
Boring terminated at 50 feet.
ntertek Professional Service Industries, Inc. PROJECT NO.: 05111058
5021-A West W.T. Harris Boulevard PROJECT: Proposed Retail Pet Supply Facility
S I Charlotte, NC 28269 LOCATION: NWQ W Cumberland St (US Hwy 421)
Telephone: [phone] and Marlowe Drive
Dunn, North Carolina
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 2 of 2

DATE STARTED: 4/29/22 DRILL COMPANY: HPC BORING B-2
DATE COMPLETED: 4/29/22 DRILLER: Cain LOGGED BY: Steege
COMPLETION DEPTH 2O.0 ft DRILL RIG: CME 550 While Drilling 12 feet
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger 1 Upon Completion 12.5 feet
ELEVATION: N/A SAMPLING METHOD: 2-in SS, Standard 7 Delay N/A
LATITUDE: HAMMER TYPE: Automatic BORING LOCATION:
LONGITUDE: EFFICIENCY N/A See Boring Location Plan
STATION: N/A OFFSET: N/A REVIEWED BY: AOS
REMARKS: Borehole backfilled with the auger cuttings upon completion.
STANDARD PENETRATION
in
o
L
TEST DATA
Q)
o
0-
o
m
c
o
IN in blows/ft OO
o
J
Z
a
MATERIAL DESCRIPTION
N
m
Q
of
X Moisture 0 PL
t ILL
Additional
co
Q
Q
E
N
o za so
Remarks
Lu
)
�
STRENGTH, tsf
I
Qu ))K Qp
o 2.0 4.0
0
i'
TOPSOIL (4 inches)
FILL - Medium Dense, Brown, Silty SAND
1
6
with rock fragments - Moist
SM
4-7-5
N=12
ALLUVIUM - Loose, Brown and Dark
Brown, Clayey SAND - Moist
2
8
SC
4-5-5
5
N=10
ALLUVIUM - Medium Dense, Brown, Clayey
3
6
SAND with Gravel - Moist
SC
3-7-9
0
N=16
ALLUVIUM - Soft, Gray, Sandy Lean CLAY
- Moist
4
16
6-2-2
0
10
CL
N=4
ALLUVIUM - Medium Dense, Dark Brown,
Clayey GRAVEL with Sand - Wet
5
14
GC
5-9-11
0
15
N=20
COASTAL PLAIN DEPOSIT -Dense, Gray,
Clayey SAND - Moist
SC
6
12
4-14-32
0
20
N=46
Boring terminated at 20 feet.
ntertek Professional Service Industries, Inc. PROJECT NO.: 05111058
West W.T. Harris Boulevard PROJECT: Proposed Retail Pet Supply Fac Facility
Charlotte, NC 28269 LOCATION: NWQ W Cumberland St (US Hwy 421)
PSI5021-A
Telephone: [phone] and Marlowe Drive
Dunn, North Carolina
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DATE STARTED: 4/29/22 DRILL COMPANY: HPC BORING B-3
DATE COMPLETED: 4/29/22 DRILLER: Cain LOGGED BY: Steege
COMPLETION DEPTH 2O.0 ft DRILL RIG: CME 550 While Drilling 11 feet
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger 1 Upon Completion 12 feet
ELEVATION: N/A SAMPLING METHOD: 2-in SS, Standard 7 Delay N/A
LATITUDE: HAMMER TYPE: Automatic BORING LOCATION:
LONGITUDE: EFFICIENCY N/A See Boring Location Plan
STATION: N/A OFFSET: N/A REVIEWED BY: AOS
REMARKS: Borehole backfilled with the auger cuttings upon completion.
STANDARD PENETRATION
in
o
L
TEST DATA
Q)
o
0-
o
m
c
o
IN in blows/ft OO
o
J
Z
a
MATERIAL DESCRIPTION
N
m
Q
of
X Moisture 0 PL
t ILL
Additional
co
Q
Q
E
N
o za so
Remarks
Lu
)
�
STRENGTH, tsf
I
Qu ))K Qp
o 2.0 4.0
0
i'. <`
TOPSOIL (5 inches)
FILL - Medium Dense, Brown, Silty SAND
1
6
with Clay- Moist
10-11-10
0
N=21
SM
2
12
12-12-11
0
5
N=23
ALLUVIUM - Medium Dense, Brown/Tan,
Silty SAND with Clay and Gravel - Moist
SM
3
8
11-11-4
0
ALLUVIUM - Loose, Dark Brown, Silty
N=15
SAND with Clay - Moist to Wet
4
10
SM
2-1-4
0
10
N=5
IF
ALLUVIUM - Medium Dense, Gray/Brown,
Clayey GRAVEL with Sand - Wet
5
12
GC
3-6-9
0
15
N=15
COASTAL PLAIN DEPOSIT -Medium
Dense, Brown/Gray, Clayey SAND - Moist
SC
A6
12
5-5-6
0
20
N=11
Boring terminated at 20 feet.
ntertek Professional Service Industries, Inc. PROJECT NO.: 05111058
West W.T. Harris Boulevard PROJECT: Proposed Retail Pet Supply Fac Facility
Charlotte, NC 28269 LOCATION: NWQ W Cumberland St (US Hwy 421)
PSI5021-A
Telephone: [phone] and Marlowe Drive
Dunn, North Carolina
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DATE STARTED: 4/29/22 DRILL COMPANY: HPC BORING B-4
DATE COMPLETED: 4/29/22 DRILLER: Cain LOGGED BY: Steege
COMPLETION DEPTH 2O.0 ft DRILL RIG: CME 550 While Drilling 12 feet
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger 1 Upon Completion 13.5 feet
ELEVATION: N/A SAMPLING METHOD: 2-in SS, Standard 7 Delay N/A
LATITUDE: HAMMER TYPE: Automatic BORING LOCATION:
LONGITUDE: EFFICIENCY N/A See Boring Location Plan
STATION: N/A OFFSET: N/A REVIEWED BY: AOS
REMARKS: Borehole backfilled with the auger cuttings upon completion.
STANDARD PENETRATION
in
o
L
TEST DATA
Q)
o
0-
o
m
c
o
IN in blows/ft OO
o
J
Z
a
MATERIAL DESCRIPTION
N
m
Q
of
X Moisture 0 PL
t ILL
Additional
co
Q
Q
E
N
o za so
Remarks
Lu
)
�
STRENGTH, tsf
I
Qu ))K Qp
o 2.0 4.0
0
i'
TOPSOIL (3 inches)
FILL - Medium Dense, Brown, Silty SAND
1
4
with rock fragments - Moist
SM
11-10-6
0
N=16
ALLUVIUM - Loose, Dark Brown, Silty
SAND with Clay - Moist
2
8
SM
2-3-2
5
N=5
ALLUVIUM - Medium Dense to Loose,
o
3
8
Brown/Gray, GRAVEL with Sand and Silt -
9-5-6
0
Moist
GM
N=11
a
4
12
2-3-2
0
10
ALLUVIUM - Loose, Dark Brown, Silty Fine
N=5
SAND, trace wood fragments - Moist to Wet
SM
ALLUVIUM - Very Loose, Gray, Silty SAND
IF
with Gravel - Wet
5
2
SM
3-1-1
0
15
N=2
COASTAL PLAIN DEPOSIT -Medium
Dense, Gray/Brown, Clayey SAND - Moist
SC
6
14
5-7-9
0
20
N=16
Boring terminated at 20 feet.
ntertek Professional Service Industries, Inc. PROJECT NO.: 05111058
West W.T. Harris Boulevard PROJECT: Proposed Retail Pet Supply Fac Facility
Charlotte, NC 28269 LOCATION: NWQ W Cumberland St (US Hwy 421)
PSI5021-A
Telephone: [phone] and Marlowe Drive
Dunn, North Carolina
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DATE STARTED: 4/29/22 DRILL COMPANY: HPC BORING B-5
DATE COMPLETED: 4/29/22 DRILLER: Cain LOGGED BY: Steege
COMPLETION DEPTH 10.0 ft DRILL RIG: CME 550 While Drilling None
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger 1 Upon Completion Dry
ELEVATION: N/A SAMPLING METHOD: 2-in SS, Standard 7- Delay N/A
LATITUDE: HAMMER TYPE: Automatic BORING LOCATION:
LONGITUDE: EFFICIENCY N/A See Boring Location Plan
STATION: N/A OFFSET: N/A REVIEWED BY: AOS
REMARKS: Borehole backfilled with the auger cuttings upon completion.
STANDARD PENETRATION
in
o
L
TEST DATA
Q)
o
0-
o
m
c
o
IN in blows/ft OO
o
J
Z
a
MATERIAL DESCRIPTION
N
m
Q
of
X Moisture 0 PL
t ILL
Additional
co
Q
Q
E
N
o za so
Remarks
Lu
)
�
STRENGTH, tsf
I
Qu ))K Qp
o 2.0 4.0
0
i'
TOPSOIL (4 inches)
FILL - Medium Dense, Brown, Silty SAND
1
6
and Rock Fragments - Moist
10-12-10
0
SM
N=22
2
10
8-5-5
ALLUVIUM - Loose, Dark Brown, Clayey
5
SAND - Moist
SC
N=10
ALLUVIUM - Loose, Dark Brown/Gray,
3
6
Clayey SAND, trace roots - Moist
SC
2-4-4
N=8
jo
ALLUVIUM - Firm, Brown/Gray, Sandy
Lean CLAY - Moist to Wet
CL
4
8
2-3-2
10
N=5
Boring terminated at 10 feet.
ntertek Professional Service Industries, Inc. PROJECT NO.: 05111058
5021-A West W.T. Harris Boulevard PROJECT: Proposed Retail Pet Supply Facility
S I Charlotte, NC 28269 LOCATION: NWQ W Cumberland St (US Hwy 421)
Telephone: [phone] and Marlowe Drive
Dunn, North Carolina
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DATE STARTED: 4/29/22 DRILL COMPANY: HPC BORING B-6
DATE COMPLETED: 4/29/22 DRILLER: Cain LOGGED BY: Steege
COMPLETION DEPTH 10.0 ft DRILL RIG: CME 550 While Drilling None
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger 1 Upon Completion Dry
ELEVATION: N/A SAMPLING METHOD: 2-in SS, Standard 7- Delay N/A
LATITUDE: HAMMER TYPE: Automatic BORING LOCATION:
LONGITUDE: EFFICIENCY N/A See Boring Location Plan
STATION: N/A OFFSET: N/A REVIEWED BY: AOS
REMARKS: Borehole backfilled with the auger cuttings upon completion.
STANDARD PENETRATION
in
o
L
TEST DATA
Q)
o
0-
o
m
c
o
IN in blows/ft OO
o
J
Z
a
MATERIAL DESCRIPTION
N
m
Q
of
X Moisture 0 PL
t ILL
Additional
co
Q
Q
E
N
0 2e so
Remarks
Lu
)
�
STRENGTH, tsf
I
Qu ))K Qp
0 2.0 4.0
0
TOPSOIL (6 inches)
FILL - Medium Dense, Brown, Silty SAND,
1
10
rock fragments - Moist
10-14-14
o
N=28
SM
2
10
14-10-10
5
N=20
ALLUVIUM - Loose, Brown, Silty SAND with
Clay and Gravel - Moist
3
12
4-5-3
o
SM
N=8
4
6
2-2-2
0
ALLUVIUM - Very Loose, Dark Brown, Silty
SM
10
Fine SAND with Clay - Moist to Wet
N=4
Boring terminated at 10 feet.
ntertek Professional Service Industries, Inc. PROJECT NO.: 05111058
West W.T. Harris Boulevard PROJECT: Proposed Retail Pet Supply Fac Facility
Charlotte, NC 28269 LOCATION: NWQ W Cumberland St (US Hwy 421)
PSI5021-A
Telephone: [phone] and Marlowe Drive
Dunn, North Carolina
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1