SW3240304_Soils/Geotechnical Report_20240703 (2)

IntertekIntertek- PSI
5021-A W. WT Harris Blvd.
Charlotte, North Carolina 28269
Phone: [phone]
Fax: [phone]
August 23, 2023
Waffle House, Inc.
5986 Financial Drive
Norcross, Georgia 30071
Attn: Mr. Erik Haeffs
email: [e-mail]
Re: Report of Geotechnical Engineering Services
Proposed Waffle House Restaurant
7421 NC-73
Denver, North Carolina
PSI Report No.: 05111114
Dear Mr. Haeffs:
Professional Service Industries (PSI), an Intertek Company, is pleased to transmit our
Geotechnical Engineering Services Report for the proposed Waffle House Restaurant to be
located at 7421 NC-73 in Denver, 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 looks 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. THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY:
Lloyd
l o d T Digitally signed by
6/1VV/I' grajzicie-14' Y I Lloyd T Lasher N CARD
Date:2023.08.24 PitSSo1y\Lasher 084433 06'00' SEAL
Bryan L. Gordon, II Lloyd T. Lasher, Jr., P.E. = 53158
Technician II - Construction Senior Geotechnical Engineer `. FH e.•
North Carolina License #53158 cE
ON THE DATE ADJACENT TO THE SEAL ' iAS4\`\\\
PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED
SIGNED AND SEALED.
THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC
COPIES
www.intertek.com/building '^
V 1

Proposed Waffle House Restaurant, Denver, NC
Q
PSI Report No.05111114
August 23, 2023
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 2
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 7
4.1 GEOTECHNICAL ASSESSMENT 7
4.2 SITE PREPARATION AND EARTHWORK 8
4.3 SEISMIC CONSIDERATIONS 10
4.4 FOUNDATION RECOMMENDATIONS 11
4.5 FLOOR SLAB RECOMMENDATIONS 12
4.6 PAVEMENT DESIGN GUIDELINES AND PARAMETERS 14
5 CONSTRUCTION CONSIDERATIONS 15
5.1 GROUNDWATER 15
5.2 EXCAVATION AND SAFETY 16
6 REPORT LIMITATIONS 17
APPENDIX
Site Vicinity Map
Boring Location Plan
General Notes and Soil Classification Chart
Boring Logs

Proposed Waffle House Restaurant, Denver, NC
PSI Report No.05111114
August 23, 2023
1 PROJECT INFORMATION
1.1 PROPOSAL AND PROJECT AUTHORIZATION
This report presents the findings and recommendations of a geotechnical exploration and
assessment performed by Professional Service Industries (PSI) for the proposed Waffle House
Restaurant to be located at 7421 NC-73 in Denver, North Carolina. These services were
performed in general accordance with PSI Proposal No. 0511-395291 dated March 15, 2023.
Authorization to proceed was given to PSI on June 20, 2023.
1.2 PROJECT DESCRIPTION
Project information was provided through an emailed request for quote (RFQ) from Erik Haeffs of
Waffle House, Inc. on March 3, 2023. The RFQ included a boring location, presented as "Soil Tests
Locations."An ALTA/NSPS Land Title Survey by Professional Land Surveyors dated June 19, 2023
and a Site Plan by labelled Sheet CO2.1 by Contineo Group dated July 3, 2023 were also provided.
Based on the provided information, we understand that the development will include construction
of a single-story building with a concrete slab-on-grade floor to be located in the southwestern
corner of the site. The building will have a footprint of approximately 2,600 square feet (20' by
90'). Based on structural loads from the, "Soils Report Criteria and Site Evaluation Authorization"
document provided by Erik Haeffs; maximum anticipated column and wall loads will be on the
order of 9 kips and 1.8 kips per foot, respectively. Proposed pavement areas are also proposed
to the north and west of the proposed building. Traffic loading information was not provided at the
time of this report. However, we anticipate that traffic loads will be produced primarily by automobile
traffic, occasional delivery and trash removal trucks, and rare fully loaded semi-tractor trailers.
The provided "Soils Report Criteria and Site Evaluation Authorization" document indicates a
finished floor elevation (FFE) of 780 feet. No finished floor elevation or proposed grading
information was included with the provided site plan. The ground surface across most of the site
generally has a downward slope from north to south. Based on a review of Google Earth, the
provided ALTA Survey and our site reconnaissance, the ground surface elevations across the
site range from about 762 feet to 778 feet and about 767 to 771 feet in the proposed building
area. Therefore, fill depths of about 5 to 10 feet are estimated for the proposed building. Proposed
grades for the remainder of the site were not provided but fills on the order of 10 feet and cuts of
up to 2 feet are anticipated based on current site grades and the proposed FFE. The need or
location of any proposed retaining structures or slopes required to facilitate the proposed grade
changes were not provided.
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 potential 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.
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Proposed Waffle House Restaurant, Denver, NC
el PSI Report No.05111114
August 23, 2023
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, and to provide general design recommendations regarding the geotechnical aspects of
the proposed construction. To accomplish this, PSI performed a site reconnaissance, drilled six
soil test borings within the areas of proposed site improvements, conducted laboratory
classification testing 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 suspicious 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 eight soil test borings (Borings B-1 through B-8) within the proposed site. Not all
borings provided from the "Soil Test Locations" matched up with the "Soils Report Criteria and
Site Evaluation Authorization." Borings B-2 and B-4 were drilled to represent the proposed
building footprint, borings B-5 through B-8 represent the proposed pavement areas, B-1
represents the location for the sign and B-3 represents the location for the detention pond. 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 based upon estimated distances
and relationships to obvious landmarks, and the site plan provided by the client. The boring
locations are considered accurate to the degree implied by these methods.
The soil test boring was advanced at this site by HPC Drilling, a subcontractor hired by PSI,
utilizing a CME-55-X truck-mounted drilling rig using 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 cathead-
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Proposed Waffle House Restaurant, Denver, NC
PSI Report No.05111114
August 23, 2023
and-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 and/or a PSI
representative, then transported to our laboratory for additional visual classification and laboratory
testing. A "Boring Log" was 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. The ground surface
elevations at each boring ground surface were interpolated from the provided topographic information
and should be considered approximate.
Groundwater levels were measured in the boreholes during drilling and upon completion. The
results of the measurements are presented in Section 3.3.3 and included on the soil test boring
logs when encountered. The borings were backfilled after removal of augers using the soil
cuttings or bentonite chips for safety considerations. Therefore, delayed groundwater level
readings are not available. Prior to backfilling the cave in depth was recorded.
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 3.3.4 and/or are shown
on the individual boring logs.
3 SITE AND SUBSURFACE CONDITIONS
3.1 SITE DESCRIPTION
The site encompasses an area of approximately 1 acre and is located southwest of the
intersection of NC-73 and Brentwood Road in Denver, North Carolina. The site location is
depicted on the "Site Vicinity Map" (Figure 1) included in the Appendix.
At the time of our site reconnaissance, majority of the site was forested. Rip rap site drainage was
observed in the southern end of the site (NC-73 side) along with sewer and utility lines parallel to
NC-73. Additional rip rap was discovered scattered around the perimeter of the forested areas on
site. The southern portion of the site was grass-covered with patches of overgrown vegetation.
The ground surface across most of the site generally has a downward slope to the south. Based on
site topographic information provided, relief across the site is approximately 20 feet with about half
of that relief occurring in the southernmost portion of the site along NC Highway-73.
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Proposed Waffle House Restaurant, Denver, NC
PSI Report No.05111114
August 23, 2023
PSI performed a review of historical aerial photographs of the site available on Google Earth.
Based on this, the site generally appears in its current condition from prior to 1993 until the
construction of Brentwood Rd which appeared to happen in 2017.
3.2 SITE GEOLOGY
The project site is located within Lincoln County, North Carolina, and lies within the Charlotte and
Milton Belts of the Piedmont Physiographic Province of the eastern United States. This province is
characterized by broad, gently rolling ridges formed on the stronger bedrock of the area. Between
these ridges, lowlands and drainage areas are formed on the less resistant bedrock. The Piedmont
is a complex assemblage of igneous (volcanic and plutonic) and sedimentary rocks that were
generally formed during the Late Proterozoic Era and the Early Cambrian Period (approximately 550
to 900 million years ago). During and subsequent to formation,these rocks were subjected to several
major tectonic events, including plate collisions,folding,faulting, and igneous intrusions,that resulted
in the uplift and metamorphism of the preexisting rocks. The tectonic activity generally stopped about
200 to 250 million years ago and erosional forces have formed the current ground surface. Review
of the Geologic Map of the Charlotte 1° by 2° Quadrangle, North Carolina and South Carolina
(USGS, by Goldsmith, Milton and Horton, 1988)indicates the site is underlain by meta quartz diorite
of late Proterozoic to early Cambrian age.
Residual soils are the result of in-place physical and chemical weathering of the parent bedrock. In
the Charlotte and Milton Belts residual soils generally consist of clays, silts and sands corresponding
to the composition of the parent bedrock. Separating the residual soil from the underlying parent
bedrock is typically a transition zone of high consistency material referred to as partially weathered
rock. Partially weathered rock is defined as residual material with standard penetration resistance
(ASTM D1586) in excess of 50 blows per 6-inches penetration.
The weathering processes that produced the residual soils and partially weathered rock were
extremely variable, due to such factors as rock type and mineralogy, past groundwater conditions,
and the tectonic history of the specific area (resulting in localized fractures, joints and faults within
the bedrock). Differential weathering of the parent bedrock has resulted in highly variable subsurface
conditions and can include abrupt changes in soil type and consistency over relatively short
horizontal and vertical distances. Furthermore, depths to rock can also be highly variable; and
suspended boulders, discontinuous rock layers/lenses, or rock pinnacles can be present within the
residual soils and transitional zones of soft weathered rock.
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.
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Proposed Waffle House Restaurant, Denver, NC
PSI Report No.05111114
August 23, 2023
3.3.1 SURFACE
Topsoil ranged from approximately 5 to 8 inches thick across all the borings. 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.
3.3.2 RESIDUUM
Residual soils were encountered beneath the topsoil layer and extended to boring termination at
all of the boring locations. The residual soils consisted of medium stiff to very stiff Sandy SILT
(ML), Sandy Elastic SILT (MH) and Elastic SILT with Sand (MH).
3.3.3 GROUNDWATER INFORMATION
The borings were checked for groundwater during drilling and upon completion. Groundwater was
apparent in 3 out of the 8 borings, B-1, B-2 and B-4 at depths of 17 to 18 feet during drilling and at a
depth of 13 feet upon completion.The stabilized groundwater level in all other borings may have either
been below the terminated depths of the borings or static levels were obscured as the on-site soils
encountered were relatively impermeable. The borings were backfilled immediately upon completion,
using the soil cuttings, for safety considerations. Therefore, delayed groundwater levels are not
available.
Estimated Ground Measured Groundwater
Surface Elevation Depth (feet) Boring Cave-in
Boring at Boring (feet)* Depth
During At (feet) depth
drilling completion
B-1 764 NA 13 20 14
B-2 767 17 13 20 17
B-3 767 NA NA 15 9
B-4 770 18 NA 20 11 1/2
B-5 773 NA NA 15 7
B-6 770 NA NA 10 6 '/2
B-7 773 NA NA 10 6
B-8 776 NA NA 10 5
*Ground Surface elevations estimated from ALTA/NSPS Title Survey by Professional Land Surveyors
dated June 19, 2023
The groundwater information presented in this report is the information that was collected at the
time of our field activities. We recommend that the Contractor determine the actual groundwater
level at the site at the time of the construction activities.
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.
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a Proposed Waffle House Restaurant, Denver, NC
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August 23, 2023
Therefore, water may be encountered during construction at depths not indicated during this
study.
Provided site topographic information indicates ground surface elevations reportedly range from
762 to 778 feet, generally sloping downward to the southwest and continuing to slope southwest
when crossing the adjacent road NC-73 going away from the site. Based on the estimated ground
surface elevations at the boring locations, groundwater was measured between an approximate
elevation of 750 and 754 feet during our July 2023 subsurface exploration. Therefore, we
estimate the seasonal high groundwater to occur at an elevation of 757 feet or lower. Installation
of temporary piezometers or groundwater monitoring wells on the site as well as readings that
may be obtained from nearby wells or additional information regarding the permitted seasonal
high groundwater for the NC-73 ditches or nearby stormwater ponds may be used to better
estimate seasonal high groundwater levels.
Additionally, perched groundwater conditions can develop over low permeability soil or weathered
rock following periods of heavy or prolonged precipitation. We anticipate groundwater may
temporarily perch above the Sandy SILT and elastic SILTS encountered in the soil borings.
Groundwater may be encountered during construction at depths not indicated during this
exploration.
3.3.4 LABORATORY TEST RESULTS
The results of the laboratory testing program are summarized in the following table.
I Sample I Sample EICAire I Percent ATTERBERG LIMITS USCS I
Location Depth Content Fines Soil
(feet) (%) (%) LL PL PI Classification
B-1 6—7 % 39 50.8 NP NP NP ML
B-1 18 %-20 30 -- NP NP NP ML
-
B-2 13 %- 15 58 54.2 NP NP NP ML
-
B-3 1 —2 % 24 83.1 73 38 35 MH*
B-3 13 '/2- 15 70 -- -- -- -- MH*
B-4 13 '/2- 15 54 -- NP NP NP ML
B-5 8 '/2- 10 47 -- -- -- -- ML
B-8 6—7 % 16 -- -- -- -- ML
NP = Non-Plastic.
*Typically, not recommended for direct support of foundations, slabs or pavements.
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Proposed Waffle House Restaurant, Denver, NC
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August 23, 2023
4 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS
4.1 GEOTECHNICAL ASSESSMENT
Highly plastic Elastic SILT (MH) was encountered at the site. These soils generally exhibit
moderately to highly plastic properties and are typically susceptible to changes in volume with
even slight changes in moisture content (i.e. shrink/swell behavior). As a result, MH soils are not
recommended for direct support of foundations, slabs or pavements. For this site we recommend
a minimum 2-foot thick buffer of low-plasticity structural fill material between these soils and slabs
or foundations. A minimum of a 1-foot buffer would be recommended for the pavement areas.
The extent of MH soils requiring undercutting during the proposed construction will be dependent
upon proposed grading plans. When MH soils are encountered at or within 2 feet of the foundation
or slab bearing elevation, they should be removed and replaced with low-plasticity structural fill
as described above. Therefore, the project budget should include a contingency for the removal
and replacement of residual MH soils to provide the buffers described above. The high plasticity
MH soils should be replaced with properly compacted fill. In addition, MH soils are not
recommended for reuse as structural fill and may consolidate if several feet of additional fill are
added on top of the MH soils.
Based on finished site grades being approximately 10 to 15 feet higher than current, we anticipate
the recommended buffers will be obtained by new fill placement and the majority of the highly
plastic soils will not require undercutting and removal to obtain the recommended buffers in
proposed fill areas. However, these MH soils will likely not pass a proofroll and will be difficult to
dry and compact, especially if exposed to the elements or weather. Therefore, some undercutting
and replacement or the placement of stone or aggregate may be required to achieve a stable
platform for additional fill placement. Once site grades are finalized, we strongly recommend this
information be provided so that potential consolidation or settlement due to the proposed fill
weight can be evaluated. It may be necessary to surcharge or preload the residual soils in order
to reduce potential settlement within tolerable levels..
High plasticity MH soils are moisture sensitive and will likely become unstable due to the presence
of excess moisture and normal construction equipment traffic operating over them. Accordingly,
construction traffic should be kept to a minimum on the exposed soils to reduce the potential for
creating an unstable subgrade. Elevated moisture contents were noted in some of the recovered
soil samples. Some drying and reworking of the on-site soils should be anticipated.
The following geotechnical design recommendations are based on the information available on
the proposed construction, the data obtained from our SPT soil borings, and our engineering
studies on the existing soils on this site. Because the borings represent a limited statistical
sampling of the subsurface materials, conditions encountered during construction may be
different from those encountered in our borings. In these instances, adjustments to the design
and construction may be necessary depending on the actual conditions encountered. If there is
any change in the project criteria, including structural loading, the location or orientation of
structures, or if the construction of earth retaining walls are required, PSI should be allowed to
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Proposed Waffle House Restaurant, Denver, NC
PSI Report No.05111114
August 23, 2023
review the plan to determine if additional fieldwork and/or any modifications to our
recommendations will be required.
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.
4.2 SITE PREPARATION AND EARTHWORK
Based on the results of our field exploration, we anticipate site preparation procedures to include the
steps listed below. All work should be carried out in accordance with current regulatory criteria. The
earthwork, testing, and foundation inspection required herein should be performed under the
supervision of PSI personnel. Site clearing, stripping and grubbing operations should only be
performed in dry weather conditions.
Initially, wet soils, topsoil, organics, debris and other unsuitable materials, should be stripped from an
area extending at least ten 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. Removal of the near-surface, high plasticity MH soils as discussed in Section 4.1 will also
be required. Depressions or low areas resulting from stripping and grubbing or removal of utility lines,
septic systems, and other subsurface appurtenances should be backfilled with compacted structural
fill in accordance with the recommendations presented in this report. All unsuitable materials resulting
from the clearing and demolition operations should be wasted in non-structural areas or legally
disposed off-site.
Based on grading plans, the need for undercutting of near surface plastic residual MH soils is not
anticipated to provide adequate buffers for structural elements, however; may be required to provide a
firm and stable subgrade for placement of new fill. Actual extents and depths of required undercut will
be dependent upon final site grades and will be determined in the field by PSI personnel during grading
operations. We do not recommend that the on-site Sandy Elastic SILT (MH) soils be reused as
structural fill.
We caution that the subgrade soils exposed after stripping may contain sufficient silt to render them
both moisture sensitive and frost susceptible. Due to their moisture sensitivity, proper site drainage
should be maintained during earthwork operations to reduce accumulation of moisture and wet
weather delays.These soils may become unstable due to the presence of excess moisture and normal
construction equipment traffic operating over them. Accordingly, construction traffic should be kept to
a minimum on the exposed soils to reduce the potential for creating an unstable subgrade. If the surface
soils become softened/unstable during wet weather or frozen, these soils should be removed before
additional fill is placed.
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. However, the silt soils encountered at the site will be more difficult
to dry and compact than most area soils typically considered suitable for support of commercial
construction. 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
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Proposed Waffle House Restaurant, Denver, NC
PSI Report No.05111114
August 23, 2023
determined by field measurement. Methods such as counting trucks should not be used for
determination of undercut volume, as they are less accurate. Due to the presence of elevated in-situ
moistures for the site soils, some drying should be expected.
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.
Site preparation procedures should include 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 presence of soft, surficial soils and/or plastic 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. Based
on the borings, some over-excavation of high plastic soils should be expected. 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.
EARTH FILL MATERIALS
• Material acceptable for use as structural fill/backfill include the excavated native soils and
clean soil or bank run sand and gravel (SW, SP, SM, GW, GP, and GM). Non-expansive
GC, SC, CL and ML material can also be used subject to the following limitations:
Maximum Dry Density (per ASTM D1557) >_ 105 pcf
Liquid Limit <_ 40
Plasticity Index <_ 20
• Organic soils and high plasticity clays and silts (CH, MH, OL, OH, PT) should not be used
as structural fill.
• The excavated on-soils can be reused as structural fill, provided they satisfy the"Structural
Fill Type" criteria as indicated in the preceding paragraphs.
• Fill should not be placed on frozen ground or uncompacted frozen soil. During period of
freezing weather, each lift or fill should be compacted immediately following placement.
• The contractor should submit all soil materials proposed for use at least two weeks before
field use to allow compaction of laboratory.
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.
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Proposed Waffle House Restaurant, Denver, NC
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• 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.
PSI's Geotechnical Engineer or authorized representative should monitor the fill placement and
compaction operations on a full-time basis and should perform a sufficient number of density test
to verify the proper degrees of compaction are achieved.
TEST CRITERIA TO EVALUATE FILL AND COMPACTION
• One standard Proctor compaction test and one Atterberg limits test (if applicable)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 two 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 always be graded 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 2021 International Building Code°
(IBC). As part of this Code, the design of structures must consider dynamic forces resulting from
seismic events. The magnitude of these forces depends on the magnitude of the earthquake
event and the properties of the upper 100 feet of the subsurface soils that underlie the site. As
part of the procedure to evaluate seismic forces, the Code requires the determination of the
Seismic Site Class, which categorizes the site based on characteristics of the upper 100 feet of
the subsurface profile
Page 10 of 19

Proposed Waffle House Restaurant, Denver, NC
PSI Report No.05111114
August 23, 2023
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 on the SPT N-values recorded during the field exploration and standardized to a hammer
efficiency of 60 percent, the subsurface conditions encountered meet the definition of Site Class
"D"as defined in Table 1613.5.2 of the Code.
The probabilistic ground acceleration values and site coefficients for the general site area were
obtained from the Seismic Design Maps website U.S. Seismic Design Maps (seismicmaps.org)
developed by the Structural Engineers Association of California and California's Office of
Statewide Health Planning and Development. The design values are presented in the following
table.
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
(g) (g) (g)
0.2 Ss 0.193 Fa 1.6 SMs 0.308 SDs 0.205
1.0 S, 0.080 F, 2.4 SM1 0.191 SD, 0.127
MCE=Maximum Considered Earthquake
*The Site Coefficients, Fa and F, presented in the above table were obtained also from the noted
USGS webpage, as a function of the site classification and mapped spectral response
acceleration at the short (Se) and 1-second (Si) periods, but can also be interpolated from IBC
Tables 1613.5.3(1) and 1613.5.3(2).
4.4 FOUNDATION RECOMMENDATIONS
We recommend that shallow footings be designed for a maximum net allowable soil bearing
pressure of 2,000 psf. This recommendation assumes that the building foundations will bear in
low plasticity natural soil 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 foundations should bear at a minimum depth of 18 inches below the lowest adjacent final
ground surface for frost penetration, and protective embedment. PSI recommends that the
foundations be designed in accordance with the 2021 International Building Code.
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Proposed Waffle House Restaurant, Denver, NC
PSI Report No.05111114
August 23, 2023
These recommendations are based on the requirement that the foundations bear on suitable
bearing soil. The bearing capacity of soils exposed at the footing bearing elevations should be
evaluated by the Geotechnical Engineer or their representative using dynamic cone penetrometer
to verify the bearing capacity of the subgrade. If loose, soft, or otherwise unsuitable soil is
encountered at the footing bearing elevation, the footing excavation should be over-excavated to
firmer, suitable soils. The footing excavation can then be brought up to bearing elevation using
properly compacted fill, non-excavatable flowable fill, or lean concrete.
If compacted structural fill is used as backfill, the undercut excavations to remove unsuitable
materials should be centered beneath the footing and widened 1/2 foot in each direction, for each
foot of undercut depth, measured from the outside edge of the new foundation. If lean concrete
or non-excavatable flowable fill is used as backfill, the foundation excavation need not be
widened. Open graded stone, such as No. 57 stone, should not be used to backfill foundation
excavations.
We estimate that footings with width no larger than 3 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 40-foot long portion of a continuous
footing, or similarly spaced column footings generally less than IA-inch. This magnitude of
settlement does not consider potential settlement induced by the fill volume required to achieve
proposed grades. Once final grades and a finished floor elevation are established, that
information should be provided so we can estimate potential settlement due to the fill weight and
the need for preloading, surcharging or a hold period following fill placement before building
construction should commence. 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. 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 a couple of inches 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.
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Proposed Waffle House Restaurant, Denver, NC
PSI Report No.05111114
August 23, 2023
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.
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; however, there are no specific
conditions that mandate its use. Factors such as cost, special considerations for construction,
and the floor coverings suggest that decisions on the use of vapor retarding membranes be made
by the architect and owner. 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.
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Proposed Waffle House Restaurant, Denver, NC
PSI Report No.05111114
August 23, 2023
4.6 PAVEMENT DESIGN GUIDELINES AND PARAMETERS
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 anticipate proposed pavements will bear on
newly placed fill materials following the undercutting of unsuitable MH soils.
We recommend proof-rolling and re-compacting (to 98 percent of the materials maximum dry density
as determined by the standard Proctor(ASTM D698)compaction test)the upper six inches 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 encountered which cannot be adequately compacted in place, such soils should
be removed and replaced with well-compacted soil fill or crushed stone materials.
A California Bearing Ratio (CBR) value of about 4 can be reasonably assumed for newly placed fill
materials at compaction levels of about 98 percent of the standard Proctor maximum dry density within
about 2 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 by PSI 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
Traffic loading information was not provided at the time of this report. Therefore, specific detailed
pavement sections cannot be provided. However, we anticipate that traffic loads will be produced
primarily by automobile traffic, occasional delivery and trash removal trucks, and fully loaded semi-
tractor trailers. A conservative California Bearing Ratio (CBR) value of 4 was assumed for newly
placed structural fill, at compaction levels of about 98 percent of the standard Proctor maximum
dry density within about 2 percent of optimum moisture.
Based on our experience with similar facilities and subgrade conditions which are typical for this
region, we recommend the following preliminary pavement sections. Once detailed traffic
information is available, actual pavement section calculations should be performed to develop the
design sections.
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Proposed Waffle House Restaurant, Denver, NC
PSI Report No.05111114
August 23, 2023
MATERIAL THICKNESS (inches) TOTAL
PAVEMENT Graded Asphalt Course Asphalt PAVEMENT
SECTION Aggregate INTERMEDIATE Course SECTION
Base (I-19.0B) SURFACE (inches)
(S-9.5B)
Light Duty Areas 6 -- 3 (2 lifts) 9
Heavy Duty Areas 8 2 1/2 1 I/2 12
Notes: 1) Light Duty Areas calculated based on traffic loading of 25,000 ESALS or less. Parking
stalls only with no through traffic.
2)Heavy Duty Areas calculated based on traffic loading of 75,000 ESALS or less.
Actual pavement section thickness should be provided by the design civil engineer based upon
anticipated traffic loads, volume, and the owner's design life requirements. The above sections
represent minimum thickness representative of typical, local construction practices, and as such
periodic maintenance should be anticipated.
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-DUTY
Portland Cement Concrete (4,000 psi) 5 inches 6 inches
Graded Aggregate Base (ABC) 4 inches 6 inches
Notes: *Parking stalls only.
5 CONSTRUCTION CONSIDERATIONS
5.1 GROUNDWATER
Groundwater levels were measured as shallow as 13 feet below current grade upon boring completion
in August 2023. Based on the boring results, it appears groundwater should not significantly impact the
proposed construction. However, groundwater levels within this region tend to fluctuate with seasonal
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Proposed Waffle House Restaurant, Denver, NC
PSI Report No.05111114
August 23, 2023
and climatic changes, and confined pockets of perched water often occur in previously placed fills,
along the bedrock surface, and above high fine soils such as those encountered during our subsurface
exploration. Therefore, water may be encountered during construction at depths not indicated during
this study. If encountered, we recommend that the groundwater table be dewatered and lowered.
However, the contractor should be responsible for selecting the most optimal dewatering method and
we recommend that they determine the actual groundwater levels at the time of construction to
determine the groundwater impact on the construction procedures.
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 EXCAVATION AND SAFETY
Based on the subsurface information obtained, excavations during site grading will encounter very
stiff 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 evaluating grading considerations, please keep in mind that subsurface conditions, particularly the
level and location of bedrock (boulder or massive form) vary erratically in the Piedmont Geologic
Province of which Iredell County and this site are parts. If large boulders or massive rock is
encountered during the grading operations between boring locations, blasting may be necessary to
facilitate removal. In addition, confined excavations such as utility trenches are more likely to require
rock excavation techniques than large open cuts. All excavations should be sloped or shored in
accordance with applicable OSHA regulations.
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 established to better enhance the
safety of workers entering trenches or excavations.
Federal regulation mandates that all excavations, whether they be utility trenches, basement or
footing excavations or others (i.e., underground storage tanks), be constructed in accordance with
the OSHA requirements. It is our understanding that these regulations are being strictly enforced and
if they are not closely followed, the owner and the contractor could risk injury to workers and be liable
for substantial financial 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 no case, should slope height, slope inclination, or excavation depth, including utility
trench excavation depth, exceed those specified in local, state, and federal safety regulations.
Page 16 of 19

Proposed Waffle House Restaurant, Denver, NC
PSI Report No.05111114
August 23, 2023
We are providing this information solely as a service to Waffle House, Inc. PSI does not assume
responsibility for construction site safety or the Contractor's or other parties'activities or 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 Waffle House, 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 Waffle House, Inc. and their consultants for the specific application to
the Proposed Waffle House Restaurant located at 7421 NC-73 in Denver, North Carolina.
Page 17 of 19

Proposed Waffle House Restaurant, Denver, NC
te PSI Report No.05111114
August 23, 2023
APPENDICES

Proposed Waffle House Restaurant, Denver, NC
te PSI Report No.05111114
August 23, 2023
SITE VICINITY MAP

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2021 Base Aerial Obtained From Google Earth
Waffle House Restaurant
7421 NC-73 intertek
Denver, North Carolina Figure 1
Project No.: Date: Site Vicinity Map psi
05111114 August 2023

Proposed Waffle House Restaurant, Denver, NC
te PSI Report No.05111114
August 23, 2023
BORING LOCATION PLAN

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Waffle House, Inc. Appropriate Scale As Shown
Waffle House Restaurant
7421 NC-73 lnt�rt�k
Denver, North Carolina Figure 2
Project No.: Date: Boring Location Plan
05111114 August 2023

Proposed Waffle House Restaurant, Denver, NC
el PSI Report No.05111114
August 23, 2023
GENERAL NOTES AND
SOIL CLASSIFICATION CHART

Mom'
GENERAL NOTES
(Continued)
CONSISTENCY OF FINE-GRAINED SOILS MOISTURE CONDITION DESCRIPTION
Qu-TSF N -Blows/foot Consistency Description Criteria
0 0.25 0 2 Very Soft Dry: Absence of moisture,dusty, dry to the touch
Moist: Damp but no visible water
0.25 0.50 2 4 Soft Wet: Visible free water, usually soil is below water table
0.50- 1.00 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 ROCK BEDDING THICKNESSES
Qu-TSF Consistency Description Criteria
Very Thick Bedded Greater than 3-foot(>1.0 m)
2.5- 10 Extremely Soft Thick Bedded 1-foot to 3-foot(0.3 m to 1.0 m)
10-50 Very Soft Medium Bedded 4-inch to 1-foot(0.1 m to 0.3 m)
50 250 Soft Thin Bedded 1%-inch to 4-inch (30 mm to 100 mm)
250-525 Medium Hard Very Thin Bedded 1-inch to 11/4-inch (10 mm to 30 mm)
525 1,050 Moderately Hard Thickly Laminated 1/8-inch tot-inch (3 mm to 10 mm)
1,050-2,600 Hard Thinly Laminated 1/8-inch or less"paper thin"(<3 mm)
>2,600 Very Hard
ROCK VOIDS GRAIN-SIZED TERMINOLOGY
Voids Void Diameter (Typically Sedimentary Rock)
Pit <6 mm (<0.25 in) Component Size Range
Vug 6 mm to 50 mm (0.25 in to 2 in) Very Coarse Grained >4.76 mm
Cavity 50 mm to 600 mm (2 in to 24 in) Coarse Grained 2.0 mm 4.76 mm
Cave >600 mm (>24 in) 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
GRAPH LETTER DESCRIPTIONS
•-w •-s
CLEAN 0'6'„iv
.1 GW WELL-GRADED GRAVELS,GRAVEL-
GRAVEL GRAVELS S SAND MIXTURES,LITTLE OR NO FINES
AND
GRAVELLY Ja ? i
SOILS °3° °3° POORLY-GRADED GRAVELS,GRAVEL
(LITTLE OR NO FINES) )o DC:3o DC Gp -SAND MIXTURES,LITTLE OR NO
000000 FINES
COARSE 0, Uo° U
GRAINED GRAVELS WITH ° o J DC GM SILTY GRAVELS,GRAVEL-SAND-
MORE THAN 50%
SOILS OF COARSE FINES 0 O 0 • O SILT MIXTURES
FRACTION °
RETAINED ON NO. �+4 SIEVE (APPRECIABLE AMOUNT GC CLAYEY GRAVELS,GRAVEL-SAND-
OF FINES) CLAY MIXTURES
CLEAN SANDS WELL-GRADED SANDS,GRAVELLY
SAND SW SANDS,LITTLE OR NO FINES
MORE THAN 50% AND
OF MATERIAL IS SANDY
LARGER THAN NO.
200 SIEVE SIZE SOILS (LITTLE OR NO FINES) Cp POORLY-GRADED SANDS,GRAVELLY
SAND,LITTLE OR NO FINES
SANDS WITH SM SILTY SANDS,SAND-SILT MIXTURES
MORE THAN 50% FINES
OF COARSE
FRACTION w
PASSING ON NO.4
SIEVE (APPRECIABLE AMOUNT CLAYEY SANDS,SAND-CLAY
OF FINES) • • / SC MIXTURES
INORGANIC SILTS AND VERY FINE
ML SANDS,ROCK FLOUR,SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
SILTS j INORGANIC CLAYS OF LOW TO
FINE AND LIQUID LIMIT MEDIUM PLASTICITY,GRAVELLY
GRAINED CLAYS LESS THAN 50 CL CLAYS,SANDY CLAYS,SILTY CLAYS,
SOILS j LEAN CLAYS
OL ORGANIC SILTS AND ORGANIC SILTY
CLAYS OF LOW PLASTICITY
MORE THAN 50% INORGANIC SILTS, MICACEOUS OR
OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR SILTY
SMALLER THAN SOILS
NO.200 SIEVE
SIZE
SILTS
AND LIQUID LIMIT J71
INORGANIC CLAYS OF HIGH
CLAYS GREATER THAN 50 CH PLASTICITY
OH ORGANIC CLAYS OF MEDIUM TO HIGH
PLASTICITY,ORGANIC SILTS
HIGHLY ORGANIC SOILS /' /' /' /' \ pT PEAT,HUMUS,SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
;MI

DATE STARTED: 7/26/23 DRILL COMPANY: HPC BORING B-8
DATE COMPLETED: 7/26/23 DRILLER: SB LOGGED BY: Gordon
COMPLETION DEPTH 10.0 ft DRILL RIG: CME-550X a„ While Drilling None feet
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger viz
1 Upon Completion Dry,CID=5 feet
ELEVATION: N/A SAMPLING METHOD: 2-in SS,Standard T 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: BGII
REMARKS:Borehole backfilled with the auger cuttings upon completion. CID=Cave-In Depth
a STANDARD PENETRATION
co
Cl) o r TEST DATA
o (1) d g o N in blows/ft ©
J Z m (° Ei X Moisture A PL
o - 0 a, Q .� MATERIAL DESCRIPTION m a w f LL Additional
a E ; 0 N ( 0 25 50 Remarks
a a m E m > v, 3 I I I
w o C� in 8 0 n
D F STRENGTH,tsf
IX
a A Qu Qp
cn
0 2.0 4.0
0 v.._" TOPSOIL (8 inches)
- - 1 RESIDUUM -Stiff,Red/Tan/Brown,Sandy ML
1 16 SILT-Moist 5.7.7
Stiff,Red/Tan/Brown,Sandy SILT w/Mica and N=14 O
- - Weathered Rock Fragments-Moist
2 14 ML 4-6-6 0
- 5 - N=12
_ _ j3 12 3-5-5 16 O x
Medium Stiff,Red/Tan/Brown,Sandy SILT w/ N=10
- - Mica and Weathered Rock Fragments-Moist
ML
4 15 3-3-4 O
-10 / Boring terminated at 10 feet. N=7
intertek , Professional Service Industries, Inc. PROJECT NO.: 05111114
5021-A West W.T. Harris Boulevard PROJECT: Waffle House Restaurant
Charlotte, NC 28269 LOCATION: 7421 NC-73
Telephone: [phone] Denver,NC
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

Proposed Waffle House Restaurant, Denver, NC
te PSI Report No.05111114
August 23, 2023
BORING LOGS

DATE STARTED: 7/26/23 DRILL COMPANY: HPC BORING B-1
DATE COMPLETED: 7/26/23 DRILLER: SB LOGGED BY: Gordon
COMPLETION DEPTH 20.0 ft DRILL RIG: CME-550X a„ While Drilling None feet
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger viz
1 Upon Completion 13,CID=14 feet
ELEVATION: N/A SAMPLING METHOD: 2-in SS,Standard T 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: BGII
REMARKS:Borehole backfilled with the auger cuttings upon completion. CID=Cave-In Depth
a STANDARD PENETRATION
co
Cl) o r TEST DATA
o a d C c o N in blows/ft ©
J Z m (° Ei X Moisture A PL
o a lc , Q .-- MATERIAL DESCRIPTION m 4-) w f LL Additional
a E ; 0 N ( 0 25 50 Remarks
a a m E m > v, 3 I I I
w o C� in 8 0 n
D F STRENGTH,tsf
IX
a A Qu Qp
cn
0 2.0 4.0
0 ">'•" _,TOPSOIL (6 inches)
- - RESIDUUM -Stiff to Medium Stiff,
X_ 1 13 Gray/Black/Tan/Brown,Sandy SILT w/Mica- 4-5-5
- - X
Moist N=10
- - 2 18- 5 - \/ ML N=7
_ _ X 3 18 2-2-4 39® © X Non-Plastic
N=6 Fines=50.8
X 4 4 Very Stiff,Gray/Black/Tan/Brown,Sandy SILT 2-2-5
- 10 w/Mica-Moist N=7
X
5 18 12-5-14 O
15 ML N=19
6 18 3-7-8 30® © X Non-Plastic
-20 I
N=15
Boring terminated at 20 feet.
intertek J Professional Service Industries, Inc. PROJECT NO.: 05111114
5021-A West W.T. Harris Boulevard PROJECT: Waffle House Restaurant
p5I Charlotte, NC 28269 LOCATION: 7421 NC-73
Telephone: [phone] Denver,NC
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DATE STARTED: 7/26/23 DRILL COMPANY: HPC BORING B-2
DATE COMPLETED: 7/26/23 DRILLER: SB LOGGED BY: Gordon
COMPLETION DEPTH 20.0 ft DRILL RIG: CME-550X a„ While Drilling 17 feet
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger viz
1 Upon Completion 13,CID=17 feet
ELEVATION: N/A SAMPLING METHOD: 2-in SS,Standard T 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: BGII
REMARKS:Borehole backfilled with the auger cuttings upon completion. CID=Cave-In Depth
a STANDARD PENETRATION
co
Cl) o r TEST DATA
o a d C c o N in blows/ft ©
J Z m (° Ei X Moisture A PL
o a� Q .� MATERIAL DESCRIPTION m 4-) w f LL Additional
a E L' La N ( 0 25 50 Remarks
a a ,_ E m > v, 3 I I I
w o CD in 8 0 n
D F STRENGTH,tsf
IX
a A Qu Qp
cn
0 2.0 4.0
0 "'.�_" _TOPSOIL (7 inches)
RESIDUUM -Stiff,Tan/Brown,Sandy SILT- ML,
- -
X-
1 1Moist
10 Medium Stiff,Red/Tan/Brown,Sandy SILT- N4-4-60 0
_ _ Moist
- - X 2 18 2-3-4 O
- 5 - X
ML N=7
3 18 2-2-2 N=4
4 18 Medium Stiff,Tan/Brown/Black,Sandy SILT- 1-2-2 ©
- 10- Moist N=4
5 g ML 1-2-3 58E °Q » Non-Plastic
- 15- N=5 —Fines=54.2
6 18 2-2-4 O
-20 N=6
Boring terminated at 20 feet.
intertek J Professional Service Industries, Inc. PROJECT NO.: 05111114
5021-A West W.T. Harris Boulevard PROJECT: Waffle House Restaurant
p5I Charlotte, NC 28269 LOCATION: 7421 NC-73
Telephone: [phone] Denver,NC
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DATE STARTED: 7/26/23 DRILL COMPANY: HPC BORING B-3
DATE COMPLETED: 7/26/23 DRILLER: SB LOGGED BY: Gordon
COMPLETION DEPTH 15.0 ft DRILL RIG: CME-550X a„ While Drilling None feet
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger qs 1 Upon Completion Dry,CID=9 feet
ELEVATION: N/A SAMPLING METHOD: 2-in SS,Standard T 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: BGII
REMARKS:Borehole backfilled with the auger cuttings upon completion. CID=Cave-In Depth
a STANDARD PENETRATION
co
Cl) o r TEST DATA
o (1) d g o N in blows/ft ©
J Z m (° Ei X Moisture A PL
o - 0 a� Q .� MATERIAL DESCRIPTION m a w •f LL Additional
a E ; N ( 0 25 50 Remarks
a ( m E m > v, 3 I I I
w o C� in 8 0 n
D F STRENGTH,tsf
Et
a A Qu CIE Qp
cn
0 2.0 40
0 4 7•.'1. TOPSOIL (8 inches)
RESIDUUM -Stiff,Red/Tan/Brown,Sandy /—MHO
-
-
1 8 \Elastic SILT-Moist
/ 5.7.8 op LL=73
Stiff,Tan/Brown,Elastic SILT w/Sand-Moist 24 X 0 >%�PL=38
N=15 I Fines=83.1
- - MH
- - " 2 8 6-7-8 O
5 Medium Stiff,Tan/Brown/Black,Sandy Elastic N=15
- - SILT-Moist
_ _ " 3 18 2-3-3 O
N=6
MH
4 2 2-2-3 O
- 10- N=5
Medium Stiff,Tan/Brown,Sandy Elastic SILT-
- - Moist
MH
- 5 8 2-2-2 70 OO »X
15 Boring terminated at 15 feet. N=4
intertek 3 Professional Service Industries, Inc. PROJECT NO.: 05111114
5021-A West W.T. Harris Boulevard PROJECT: Waffle House Restaurant
p5I
Charlotte, NC 28269 LOCATION: 7421 NC-73
Telephone: [phone] Denver,NC
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DATE STARTED: 7/26/23 DRILL COMPANY: HPC BORING B-4
DATE COMPLETED: 7/26/23 DRILLER: SB LOGGED BY: Gordon
COMPLETION DEPTH 20.0 ft DRILL RIG: CME-550X a„ While Drilling 18 feet
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger viz
1 Upon Completion Dry,CID=11.5 feet
ELEVATION: N/A SAMPLING METHOD: 2-in SS,Standard T 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: BGII
REMARKS:Borehole backfilled with the auger cuttings upon completion. CID=Cave-In Depth
a STANDARD PENETRATION
co
Cl) o r TEST DATA
o (1) d C c o N in blows/ft ©
J Z m (° Ei X Moisture A PL
o a lc , Q .� MATERIAL DESCRIPTION 0 a w f LL Additional
a E a) N ( 0 25 50 Remarks
a a m E m > v, 3 I I I
w o C� in 8 0 n
D F STRENGTH,tsf
IX
a A Qu Qp
cn
0 2.0 4.0 0
TOPSOIL (5 inches)
i1 RESIDUUM -Medium Stiff,Red/Tan/Brown, ML
\/ _
X 1 5 Sandy SILT w/Roots-Moist / 2-2-2 p
Stiff,Red/Tan/Brown,Sandy SILT w/Gravel- N=4
- - X
Moist
2 15 ML367 N=13
3 18 2-3-5 0
Medium Stiff,Red/Tan/Brown/Black,Sandy SILT N=8
- - w/Gravel-Moist
ML
4 14 2-2-2 0
10 / N=4
Medium Stiff,Tan/Brown/Black,Sandy SILT w/
- - Gravel-Moist
5 15 2-3-4 54111 © >>4Jon-Plastic
- 15- ML N=7
6 18 1-1-3 ©
-20 N=4
intertek Professional Service Industries, Inc. PROJECT NO.: 05111114
5021-A West W.T. Harris Boulevard PROJECT: Waffle House Restaurant
Charlotte, NC 28269 LOCATION: 7421 NC-73
Telephone: [phone] Denver,NC
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DATE STARTED: 7/26/23 DRILL COMPANY: HPC BORING B-5
DATE COMPLETED: 7/26/23 DRILLER: SB LOGGED BY: Gordon
COMPLETION DEPTH 15.0 ft DRILL RIG: CME-550X a„ While Drilling None feet
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger viz
1 Upon Completion Dry,CID=7 feet
ELEVATION: N/A SAMPLING METHOD: 2-in SS,Standard T 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: BGII
REMARKS:Borehole backfilled with the auger cuttings upon completion. CID=Cave-In Depth
a STANDARD PENETRATION
co
Cl) o r TEST DATA
o (1) d C c o N in blows/ft ©
J Z m (° Ei X Moisture A PL
o a lc , Q .� MATERIAL DESCRIPTION m 4-) w f LL Additional
a E ; 0 N ( 0 25 50 Remarks
m E m > v, 3 I I I
w o CD in 8 0 °
D F STRENGTH,tsf
IX a A Qu Qp
cn
0 2.0 4.0
0 "'._" _TOPSOIL (7 inches)
- - k
RESIDUUM -Stiff,Red/Tan/Brown,Sandy
- _ 1 14 SILT-Moist 4-7-8 °N=15
_ _ K2 3 ML 3-4-6 °
- 5 - X
N=10
3 18 4-4-5 I
Medium Stiff,Red/Tan/Brown,Sandy SILT- N=9
- - Moist
4 18 ML 2-3-4 47 X
- 10- N=7
Medium Stiff,Red/Tan/Brown/Black,Sandy SILT
- - -Moist
- - X ML
X 5 18 2-3-3 ©
15 N=6
Boring terminated at 15 feet.
intertek J Professional Service Industries, Inc. PROJECT NO.: 05111114
5021-A West W.T. Harris Boulevard PROJECT: Waffle House Restaurant
p5I Charlotte, NC 28269 LOCATION: 7421 NC-73
Telephone: [phone] Denver,NC
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DATE STARTED: 7/26/23 DRILL COMPANY: HPC BORING B-6
DATE COMPLETED: 7/26/23 DRILLER: SB LOGGED BY: Gordon
COMPLETION DEPTH 10.0 ft DRILL RIG: CME-550X a„ While Drilling None feet
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger viz
1 Upon Completion Dry,CID=6.5 feet
ELEVATION: N/A SAMPLING METHOD: 2-in SS,Standard T 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: BGII
REMARKS:Borehole backfilled with the auger cuttings upon completion. CID=Cave-In Depth
a STANDARD PENETRATION
co
Cl) o r TEST DATA
.- o a d c o N in blows/ft ©
J Z m (° Ei X Moisture A PL
o - o a, Q .� MATERIAL DESCRIPTION m a w f LL Additional
a E ; 0 N ( 0 25 50 Remarks
m E m > v, 3 I I I
w o C� in 8 0 n
D F STRENGTH,tsf
IX
a A Qu Qp
cn
0 2.0 4.0
0 "'._" _TOPSOIL (7 inches)
_ RESIDUUM -Medium Stiff,Tan/Brown/Black,
1 18 Sandy SILT w/Mica-Moist 2-4-5 0
N=9
_ _ ML
- - X 2 18 3-3-4 O
5 N=7
Stiff,Tan/Brown/Black,Sandy SILT w/Mica-
_ _ Moist 0
3 18 3-4-8
ML N=12
4 18 4-4-6 O
-10 N=10
Boring terminated at 10 feet.
intertek J Professional Service Industries, Inc. PROJECT NO.: 05111114
5021-A West W.T. Harris Boulevard PROJECT: Waffle House Restaurant
p5I Charlotte, NC 28269 LOCATION: 7421 NC-73
Telephone: [phone] Denver,NC
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DATE STARTED: 7/26/23 DRILL COMPANY: HPC BORING B-7
DATE COMPLETED: 7/26/23 DRILLER: SB LOGGED BY: Gordon
COMPLETION DEPTH 10.0 ft DRILL RIG: CME-550X a„ While Drilling None feet
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger viz
1 Upon Completion Dry,CID=6 feet
ELEVATION: N/A SAMPLING METHOD: 2-in SS,Standard T 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: BGII
REMARKS:Borehole backfilled with the auger cuttings upon completion. CID=Cave-In Depth
a STANDARD PENETRATION
co
Cl) o r TEST DATA
.- o a d c o N in blows/ft ©
J Z m (° Ei X Moisture A PL
o a lc , Q .� MATERIAL DESCRIPTION m a w f LL Additional
a E ; 0 N ( 0 25 50 Remarks
m E m > v, 3 I I I
w o CD in 8 cr)0 n
F STRENGTH,tsf
IX D
a A Qu Qp
cn
0 20 4.0
0 "'._" TOPSOIL (7 inches)
- - RESIDUUM -Very Stiff,Red/Tan/Brown,
1 13 Sandy SILT-Moist 4-7-8 O
_ _ X_
N=15
_ _ K
2 15 ML 4-6-10 OO
- 5 - N=16
xi
3 16 3-5-11
Stiff,Red/Tan/Brown/Black,Sandy SILT-Moist N=16
ML
4 18 3-5-5
-10 / N=10
Boring terminated at 10 feet.
1
intertek J Professional Service Industries, Inc. PROJECT NO.: 05111114
5021-A West W.T. Harris Boulevard PROJECT: Waffle House Restaurant
p5I Charlotte, NC 28269 LOCATION: 7421 NC-73
Telephone: [phone] Denver,NC
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DATE STARTED: 7/26/23 DRILL COMPANY: HPC BORING B-8
DATE COMPLETED: 7/26/23 DRILLER: SB LOGGED BY: Gordon
COMPLETION DEPTH 10.0 ft DRILL RIG: CME-550X a„ While Drilling None feet
BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger viz
1 Upon Completion Dry,CID=5 feet
ELEVATION: N/A SAMPLING METHOD: 2-in SS,Standard T 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: BGII
REMARKS:Borehole backfilled with the auger cuttings upon completion. CID=Cave-In Depth
a STANDARD PENETRATION
co
Cl) o r TEST DATA
o (1) d g o N in blows/ft ©
J Z m (° Ei X Moisture A PL
o - 0 a, Q .� MATERIAL DESCRIPTION m a w f LL Additional
a E ; 0 N ( 0 25 50 Remarks
a a m E m > v, 3 I I I
w o C� in 8 0 n
D F STRENGTH,tsf
IX
a A Qu Qp
cn
0 2.0 4.0
0 v.._" TOPSOIL (8 inches)
- - 1 RESIDUUM -Stiff,Red/Tan/Brown,Sandy ML
1 16 SILT-Moist 5.7.7
Stiff,Red/Tan/Brown,Sandy SILT w/Mica and N=14 O
- - Weathered Rock Fragments-Moist
2 14 ML 4-6-6 0
- 5 - N=12
_ _ j3 12 3-5-5 16 O x
Medium Stiff,Red/Tan/Brown,Sandy SILT w/ N=10
- - Mica and Weathered Rock Fragments-Moist
ML
4 15 3-3-4 O
-10 / Boring terminated at 10 feet. N=7
intertek , Professional Service Industries, Inc. PROJECT NO.: 05111114
5021-A West W.T. Harris Boulevard PROJECT: Waffle House Restaurant
Charlotte, NC 28269 LOCATION: 7421 NC-73
Telephone: [phone] Denver,NC
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1