SWA000227_Soils/Geotechnical Report_20231031

r&R FROEHLING Sc ROBERTSON , INC .
Report of Subsurface Exploration and
Geotechnical Engineering Evaluation
Waxhaw Volunteer Fire Department
Waxhaw, North Carolina
F&R Project No. 63A-0081
Prepared For:
Waxhaw Volunteer Fire Department
3500 Waxhaw Parkway
Waxhaw, NC 28173
Prepared By:
Froehling & Robertson, Inc.
3300 International Airport Drive, Suite 600
Charlotte, North Carolina 28208
31 August 2022
Corporate HQ: 3015 Dumbarton Road Richmond,Virginia 23228 T 804.264.2701 F 804.264.1202 www.fandr.com
VIRGINIA • NORTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA
A Minority-Owned Business

r&R FR
ROBERTSOEHLINGON
Engineering Stability Since 1881
NC License No.: F-0266
F&R Project No.: 63A-0081 31 August 2022
Chief Gregory Sharpe
Waxhaw Fire Department
3500 Waxhaw Parkway
Waxhaw, NC 28173
Subject: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Waxhaw Volunteer Fire Department
Waxhaw, North Carolina
Mrs. Parton:
The purpose of this report is to present the results of the subsurface exploration and geotechnical
engineering evaluation services undertaken by Froehling & Robertson, Inc. (F&R) for the above
referenced project. Our services were performed in general accordance with F&R Proposal No. 2263-
00106 (Revision 1) as authorized by Mr. Gregory Sharpe. The attached report presents our
understanding of the project, reviews our exploration procedures, describes existing site and general
subsurface conditions, and presents our findings and recommendations.
We have enjoyed working with you on this project and we are prepared to assist with quality assurance
testing services during construction. Please contact us if you have any questions regarding this report
or if we may be of further service.
Sincerely,
FROEHLING & ROBERTSON, INC. .0`'111"'1+,,
•A� CARO
SEAL '7
20223)8. 1 049638
�
- / /(7‹
1 ' JNS
5:41
04 00 �' ..
arver J. arren, E.I. Andrew R. Frank, P.E.' 1, 1/1/ R B. o
Staff Geotechnical Engineer Regional Senior Geotechnical Engineer
Distribution: (Digital copy via e-mail: [e-mail])
F:\Projects 63A\63A-0081(Waxhaw Fire Department-Waxhaw VFD)\Reports\63A-0081(Waxhaw Fire Department-Waxhaw VFD)Geo Report.docx
704.596.2889 3300 International Airport Drive A Minority-Owned Business
Suite 600
Charlotte, NC 28208

r&R
TABLE OF CONTENTS
SECTION PAG E
EXECUTIVE SUMMARY 3
1.0 INTRODUCTION 4
1.1 SITE DESCRIPTION AND PROJECT INFORMATION 4
1.2 SCOPE OF SERVICES 5
2.0 EXPLORATION PROCEDURES 6
2.1 SUBSURFACE EXPLORATION 6
2.2 SEASONAL HIGH WATER TABLE TESTING 7
2.3 LABORATORY TESTING 7
3.0 REGIONAL GEOLOGY&SUBSURFACE CONDITIONS 8
3.1 REGIONAL GEOLOGY 8
3.2 SUBSURFACE CONDITIONS 8
3.2.1 GENERAL 8
3.2.2 SURFICIAL SOILS 8
3.2.3 FILL MATERIALS 9
3.2.4 RESIDUAL SOILS 9
3.2.5 PARTIALLY WEATHERED ROCK 9
3.2.6 AUGER REFUSAL MATERIALS 9
3.2.7 GROUNDWATER CONDITIONS 10
3.3 SEASONAL HIGH WATER TABLE LABORATORY DETERMINATIONS 10
3.4 LABORATORY TEST RESULTS 10
4.0 DESIGN RECOMMENDATIONS 12
4.1 GENERAL 12
4.2 FOUNDATION DESIGN 12
4.3 SHRINK-SWELL CONSIDERATIONS 12
4.4 ESTIMATED SETTLEMENT 13
4.4 GROUND FLOOR SLAB SUPPORT 13
4.5 SEISMIC SITE CLASSIFICATION 14
4.7 PAVEMENT DESIGN RECOMMENDATIONS 14
4.7.1 Rigid Concrete Pavement 15
4.7.2 Alternate Flexible Asphalt Pavement 15
4.7.3 Pavement Support on Existing Fill 16
5.0 CONSTRUCTION RECOMMENDATIONS 17
5.1 GENERAL 17
5.2 SITE PREPARATION 17
5.2 FOUNDATION CONSTRUCTION 17
5.3 CONTROLLED STRUCTURAL FILL 18
5.4 MOISTURE SENSITIVE SOILS 19
5.5 EXCAVATION CONDITIONS AND GUIDELINES 19
5.6 GROUNDWATER CONDITIONS 20
6.0 CONTINUATION OF SERVICES 21
7.0 LIMITATIONS 22
Waxhaw Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 1 31 August 2022

r8,R
APPENDICES
APPENDIX I
GBA Important Information about Your Geotechnical Engineering Report
Site Vicinity Map, Drawing No. 1
APPENDIX II
Key to Soil Classification
Unified Soil Classification Chart
Boring Location Plan, Drawing No. 2
Subsurface Soil Profile, Drawing No. 3
Boring Logs
APPENDIX III
Materials Test Report
Compaction Test Report
Bearing Ratio Test Report
APPENDIX IV
Seasonal High Water Determination
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 2 31 August 2022

r8,R
EXECUTIVE SUMMARY
This Executive Summary is provided as a brief overview of our geotechnical engineering evaluation for the
project and is not intended to replace more detailed information contained elsewhere in this report. As
an overview,this summary inherently omits details that could be very important to the proper application
of the provided geotechnical design recommendations. This report should be read in its entirety prior to
implementation into design and construction. The Project Information section of this report should be
particularly reviewed by project designers to confirm that the geotechnical engineer's understanding of
the project concurs with the current project parameters at the time of project design.
• The site was explored by eleven (11) standard penetration soil test borings (designated as B-1
through B-11) performed on 27 and 28 July 2022. Borings were extended to depths of 10 to 41
feet below the existing ground surface. Site subsurface conditions generally consisted of surficial
soils underlain by fill, and residual soils with partially weathered rock and auger refusal
encountered at boring B-7 (which was drilled deeper for seismic evaluation).
• The proposed structure may be supported on shallow foundation system bearing on approved
residual soils or controlled structural fill (see Section 5.3 recommendations) subgrades. Shallow
foundations may be designed utilizing a design bearing pressure of 2,500 pounds per square foot
(psf) provided that the design bearing pressure is verified at the time-of-construction.
• Laboratory testing indicates the presence of soils with a moderate to high shrink-swell potential
at the site. Accordingly, we recommend that exterior footings be constructed at least 48 inches
below adjacent grades in order to reduce the effect of potential surface water migration to the
plastic soils that may be encountered near the foundation bearing level and to bear below the
normal frost depth of 18 inches. In addition, we recommend that the building perimeter be
hardscaped with pavements and sidewalks (or similar) rather than landscaping beds to further
limit the potential for surface induced moisture variations to migrate downward to the foundation
bearing grade.
• Lightweight soils were encountered at the site. We typically recommend a minimum standard
Proctor (ASTM D 698) maximum dry density of 90 pounds per cubic feet (pcf) for fill materials.
Based on laboratory testing,the available on-site materials have a lower maximum dry density of
about 84 pcf. This will be a more challenging material to work with and, accordingly, we
recommend using a higher degree of compaction of at least 100 percent of the standard Proctor
maximum dry density.
• We recommend rigid concrete pavement for all areas to be utilized by fire apparatuses.
Additionally, concrete pavement is recommended for dumpster areas. Concrete pavements
should be designed and constructed in general accordance with ACI 330R-08. For pavements
subject to Heavy-Duty traffic, such as fire apparatuses or garbage trucks, we recommend the
following pavement design 6 inches of 4,000 psi air-entrained concrete underlain by 8 inches of
compacted Aggregate Base Course (ABC) Stone. An alternative heavy-duty flexible pavement
section is also provided in Section 4.7.2, Alternate Flexible Asphalt Pavement. Standard duty
asphalt will consist of 2.5 inches of surface course underlain by 6 inches of graded aggregate base
course (ABC)stone.
• In general accordance with section 1613.3.2 of the IBC and based on the boring data, a Site Class
Definition "D" may be used to develop the project's Seismic Design Category for further
evaluations relative to earthquake load design.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 3 31 August 2022

r&R
1.0 INTRODUCTION
1.1 Site Description and Project Information
Our understanding of the project is based on information provided to us via email communication
with Mrs. Kim Parton of SCN Architects. The provided project information included a requested
scope of services as well as a preliminary site plan (File name: SCN Geo-tech RFP WVFD.pdf) and a
topographic site survey w/finished grade information (File name: 7104_Waxhaw Fire Department-
Topgraphic Survey-20210520.pdf). No other civil/structural engineering plans were provided at the
time of this report.
The proposed site is currently a wooded lot located along Waxhaw Creek Road north of its
intersection with Deer Run Road and Quail Roost Road in Waxhaw, North Carolina. Based on the
provided information, the Waxhaw Fire Department plans to construct a new fire substation on this
property. In general, the lot is moderately to heavily wooded with a small clearing in its southwest
corner. We understand that the new building will be a single story structure and will likely be
constructed with steel framing. The project will also include necessary parking and drive lanes for
the proposed structure as well as a currently planned storm water management pond in its
northwest corner.
Building structural loading information was not provided at this time. From past experience, we are
assuming maximum column and wall loads on the order of 50 kips and 3 kips per linear foot (klf),
respectively, and we believe that a design bearing pressure of 2,000 pounds per square foot (psf)
may have been presumed for preliminary design. If the actual loads and provided information
differs from that presented within this report, F&R should be notified to determine if modifications
to our recommendations are warranted.
F&R has been provided with vehicle loads for the project's heavy-duty apron of approximately 3,400
trips per year by a fire engine (33,660 lb.) and approximately 910 trips per year by a tanker (57,880
lb.). It was further relayed that the pavement design should accommodate future growth for the
service area; however, a specified growth rate was not provided. We ssumed an annual growth rate
of 4% (over the 20-year design life) and applied that to the provided vehicle loading.
Based on a review of the provided topographic survey, the site appears to be gently sloping upward
towards the east from an approximate elevation of 575 in the north corner of the site to a high of
approximately 593 feet near its southeast. Based on the provided grading information, required
cuts and fills will generally be on the order of 3 feet or less. While no finished floor elevation (FFE)
has been provided at this time, we are estimating an FFE of about 588 feet based on provided
finished grade information.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 4 31 August 2022

r8,R
1.2 Scope of Services
The purposes of our involvement on this project were to 1) provide general descriptions of the
subsurface conditions at the site, 2) provide foundation and slab-on-grade design
recommendations, 3) provide rigid and flexible pavement section design recommendations for the
planned parking and drive areas, 4) provide seismic site class based on SPT boring information, and
5) comment on the site development aspects of the proposed construction related to cut and fill
across the areas to be developed. In order to accomplish these objectives we undertook the
following scope of services:
1) Visited the site to observe existing surface conditions and features and to mark
boring locations.
2) Coordinated utility clearance with NC-811 Utility services.
3) Reviewed readily available geologic information as well as readily available
aerial imagery relative to geologic setting and past uses for the project site.
4) Provided forestry mulching to prepare pathways to the planned boring
locations;
5) Executed the requested subsurface exploration consisting of eleven (11)
standard penetration test (SPT) borings. The borings were drilled to planned
depths of 10 feet (B-1 through B-6) and 25 feet (B-8 through B-11) with one
extended to a depth of 41 feet (B-7) for seismic evaluation. Two seasonal high
water table (SHWT) determinations were conducted at the requested
locations, each to a maximum planned depth of 10 feet.
6) Performed a laboratory testing program consisting of three (3) geotechnical
index tests (including Atterberg limits,Wash No. 200 sieve analysis) and one (1)
California bearing ratio (CBR) test with standard Proctor.
7) Evaluated the findings of the test borings and performed visual-manual
engineering classification on the collected soil samples subject to refinement
after review of laboratory testing results.
8) Prepared this written report summarizing our work on the project, providing
descriptions of the subsurface conditions encountered, providing foundation
and pavement design recommendations, seismic site classification, and
discussing geotechnical related aspects of the proposed construction. Copies
of the test boring logs and laboratory test results are included. One electronic
PDF version of this report has been submitted.
Our scope of geotechnical services did not include survey services, quantity estimates, civil,
environmental, stormwater, or structural engineering services, preparation of plans or
specifications, formal slope stability analyses, retaining wall design, evaluations of earthquake
motions, or the identification and evaluation of wetland or other environmental aspects of the
project site.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 5 31 August 2022

r8,R
2.0 EXPLORATION PROCEDURES
2.1 Subsurface Exploration
The subsurface exploration program consisted of eleven (11) Standard Penetration Test (SPT)
borings (designated as B-1 though B-11) performed on 27 and 28 July 2022 at the approximate
locations shown on the attached Boring Location Plan (Drawing No. 2 in Appendix II). The borings
extended to depths ranging from 10 to 41 feet below the existing ground surface.
F&R personnel marked the boring locations in the field using a hand-held GPS unit and/or by
measurement from existing site features. Estimated ground surface elevations were interpolated
from the topographic survey provided by SCN Architects. In consideration of the methods used
in their determination,the test boring locations shown on the attached Boring Location Plan and
elevations shown on the attached Boring Logs and Subsurface Profile should be considered
approximate.
The test borings were performed in accordance with generally accepted practice using CME-55
radio-controlled track-mounted (ATV) drill rig equipped with an automatic hammer. Hollow-
stem augers were advanced to pre-selected depths, the center plug was removed, and
representative soil samples were recovered with a standard split-spoon sampler (1 3/8 in. ID, 2
in. OD) in general accordance with ASTM D 1586, the Standard Penetration Test. In this test, a
weight of 140 pounds is freely dropped from a height of 30 inches to drive the split-spoon sampler
into the soil. The number of blows required to drive the split-spoon sampler three consecutive
6-inch increments is recorded, and the blows of the last two increments are summed to obtain
the Standard Penetration Resistance (N-value). The N-value provides a general indication of in-
situ soil conditions and has been correlated with certain engineering properties of soils.
Where very dense soils are encountered, it is not always practical to drive a split-spoon sampler
the full three consecutive 6-inch increments. Whenever more than 50 blows are required to
drive the sampler over a 6-inch increment the condition is called split-spoon refusal. Split-spoon
refusal conditions may occur because of obstructions or because the earth materials being tested
are very dense or very hard. When split-spoon refusal occurs, often little or no sample is
recovered. The SPT N-value for split-spoon refusal conditions is typically estimated as greater
than 100 blows per foot (bpf). Where the sampler is observed not to penetrate after 50 blows,
the N-value is reported as 50/0. Otherwise, the depth of penetration after 50 blows is reported
in inches (i.e. 50/5, 50/2, etc.).
Groundwater level readings were taken in each of the borings during and immediately upon
completion of the soil drilling process. Following groundwater readings, all boreholes were
backfilled with auger cuttings to the prevailing ground surface.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 6 31 August 2022

r&R
By the nature of the work to be performed, our drilling activities resulted in disturbances to the
site. Reasonable efforts were made to reduce disturbance. However, remediation of the site to
a pre-explored condition was not included in our scope of services. Completed boreholes were
backfilled with auger cuttings (soil). Periodic observation and maintenance of the boreholes
should be performed due to potential subsidence at the ground surface, as the borehole backfill
could settle over time.
Representative portions of the split-spoon soil samples obtained throughout the exploration
program were sealed in air-tight containers and transported to our laboratory. In the laboratory,
the soil samples were classified by a member of our professional staff in general accordance with
techniques outlined in the visual-manual identification procedure (ASTM D 2488) and the Unified
Soil Classification System. The soil descriptions and classifications discussed in this report and
shown on the attached boring logs are generally based on visual observation and should be
considered approximate. Copies of the boring logs are provided and classification procedures
are further explained in the attached Appendix II.
Split-spoon soil samples recovered on this project will be stored at F&R's office for a period of
sixty days. After sixty days, the samples will be discarded unless prior notification is provided to
us in writing.
2.2 Seasonal High Water Table Testing
As requested, F&R subcontracted a North Carolina Licensed Soil Scientist to evaluate a Seasonal
High Water Table (SHWT) in the two areas of potential stormwater detention. The SHWT was
evaluated by Three Oaks Engineering by exploring subsurface conditions via two additional
borings designated as SHWT-1 (near test boring B-12) and SHWT-2 (near test boring B-2) The
results of the SHWT determinations are summarized in Section 3.3 with the formal reporting
attached as Appendix IV.
2.3 Laboratory Testing
Two (2) split-spoon soil samples and one (1) bulk sample were selected for additional laboratory
classification testing. This testing included water content determination (ASTM D2216),
Atterberg limits tests (ASTM D4318), and percent passing #200 sieve (ASTM D1140). Based on
the results of these tests, the soils from these selected samples were then classified in general
accordance with Unified Soil Classification System (ASTM D2487). In addition, the bulk sample
was selected for laboratory California Bearing Ratio (CBR) test (ASTM D1883) with associated
standard Proctor test (ASTM D698).
The results of the laboratory testing program are summarized in the tables presented in Section
3.4 with graphical results of the standard Proctor and CBR testing attached in Appendix III.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 7 31 August 2022

r&R
3.0 REGIONAL GEOLOGY &SUBSURFACE CONDITIONS
3.1 Regional Geology
The project site is located in the Carolina Slate Belt of the Piedmont Physiographic Province.
According to the Generalized Geologic Map of North Carolina (1985), the site is underlain by
metagabbro, metadiorite, and mafic plutonic-volcanic complexes. The topography of the
Piedmont Plateau consists of well-rounded hills and long-rolling ridges with a southwest to
northeast trend.
The soils resulting from in-situ weathering of the parent rock, without significant transportation,
are called residual soils and may retain some of the structure of the rock from which they
weathered. The residual soil profile generally grades downward gradually from fine-grained
plastic soils near the ground surface to coarser-grained soils at greater depth. A transitional zone
of"partially weathered rock"of varying thickness can occur between the coarser-grained residual
soils and the underlying bedrock. Partially weathered rock (PWR) is defined, for engineering
purposes, as residual material with standard penetration resistances in excess of 100 blows per
foot. Weathering of the parent bedrock is generally more rapid near fracture zones and
therefore, the bedrock surface may be irregular. Irregular patterns of differential weathering
may also result in zones of rock and partially weathered rock embedded within the more
completely weathered coarse-grained soils.
3.2 Subsurface Conditions
3.2.1 General
The subsurface conditions discussed in the following paragraphs and those shown on the boring
logs represent an estimate of the subsurface conditions based on interpretation of the boring
data using normally accepted geotechnical engineering judgments. The transitions between
different soil strata are usually less distinct than those shown on the boring logs. Although
individual test borings are representative of the subsurface conditions at the boring locations on
the dates shown, they are not necessarily indicative of subsurface conditions at other locations
or at other times.
Below the existing ground surface, the borings generally encountered surficial soils underlain by
cultivated soils, residual soils, partially weathered rock(PWR), and auger refusal. These materials
are generally discussed in the following paragraphs.
3.2.2 Surficial Soils
A surficial layer of soil material was encountered in each boring with thicknesses ranging from
about 1 to 3 inches. Surficial soil is typically dark-colored soil material containing roots, fibrous
matter, and or other organic components, and is generally unsuitable for engineering purposes.
F&R has not performed any laboratory testing to determine the organic content or other
horticultural properties of the observed surficial soil materials. Therefore, the term surficial soil
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 8 31 August 2022

r8,R
is not intended to indicate suitability for landscaping and or other purposes. The surficial soil
depth provided in this report is based on visual observations and should be considered
approximate. We note that the transition from surficial soil to underlying materials may be
gradual and, therefore, the observation and measurement of surficial soil is subjective. Actual
surficial soil depths should be expected to vary across the site.
3.2.3 Fill Materials
Fill materials include those materials deposited by man. Materials identified as existing fill were
encountered in boring B-1 beneath the surficial soil and extended to approximately 3.5 feet
below the existing ground surface. Sampled fill materials were described as sandy lean clay (CL)
The standard penetration resistances(N-values) observed within the fill ranged from 6 to 7 blows
per foot (bpf).
3.2.4 Residual Soils
Residual soils, formed by the in-place weathering of the parent rock, were encountered beneath
the surficial soil or existing fill in each of the borings. Sampled residual soils were described as
sandy silt (ML), sandy elastic silt (MH), sandy lean clay (CL), sandy fat clay (CH) and silty sand
(SM). Standard penetration resistances within the sampled residuum ranged from 5 to 62 bpf
with a typical range of about 8 to 14 bpf
3.2.5 Partially Weathered Rock
Partially weathered rock(PWR) is a transitional material between soil and rock, which retains the
relic structure of the rock and has very hard or very dense consistencies. PWR was encountered
in boring B-7, starting at an approximate depth of 37 feet below the existing ground surface. The
sampled PWR was described as silty SAND (SM) and exhibited a penetration resistance of 50
blows per 2 inches of split-spoon penetration (50/2).
3.2.6 Auger Refusal Materials
Auger refusal occurs when materials are encountered that cannot be penetrated by the soil auger
and is normally indicative of a hard or very dense material, such as debris within fill, boulders,
rock lenses, pinnacles, or the upper surface of bedrock. Auger refusal was encountered in boring
B-7 at an approximate depth of 41 feet below the existing ground surface.
Auger refusal discussed herein is based on conditions impenetrable by the drilling equipment
utilized (CME-550X rubber-tired ATV-mounted drill rig). Auger refusal conditions with a
CME-550X do not necessarily indicate conditions impenetrable to other equipment. Auger
refusal conditions may exist intermediate of the boring locations or in unexplored areas of the
site. The termination conditions at the bottom of each boring (i.e. Boring Terminated or Auger
Refusal) as well as encountered PWR depths are summarized in the table presented in the
preceding section.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 9 31 August 2022

r&R
3.2.7 Groundwater Conditions
Groundwater for the purposes of this report is defined as water encountered below the existing
ground surface. Groundwater was not encountered in the borings during or upon completion of
drilling operations. Following groundwater readings, the boreholes were backfilled with auger
cuttings (soil).
It should be noted that groundwater levels fluctuate depending upon seasonal factors such as
precipitation and temperature. Additionally, groundwater measurements made in
predominantly cohesive and fine-grained soils are not necessarily indicative of the actual static
groundwater level due to the low permeability of such soils. As such, soil moisture and
groundwater conditions at other times may vary or be different from those described in this
report.
3.3 Seasonal High Water Table Laboratory Determinations
As requested for the subsurface exploration, F&R subcontracted a North Carolina Licensed Soil
Scientist to evaluate a Seasonal High Water Table (SHWT). The SHWT was evaluated by Three
Oaks Engineering by exploring subsurface conditions via two additional borings designated as
SHWT-1 (near test boring B-12) and SHWT-2 (near test boring B-2).
Each of the additional borings were advanced with a hand auger to a target depth of up to 10
feet below the existing ground surface. The attached SHWT report indicates that a SHWT was
not observed to the depths explored, i.e. 10 feet or 120 inches below the existing ground surface.
The SHWT determination report is provided in Appendix IV.
3.4 Laboratory Test Results
Laboratory classification testing was performed on two selected split-spoon samples and one
selected bulk sample. This testing included water content determination (ASTM D2216),
Atterberg limits tests (ASTM D4318), and percent passing #200 sieve (ASTM D1140). Based on
the results of these tests, the soils from these selected samples were then classified in general
accordance with Unified Soil Classification System (ASTM D2487). In addition, California Bearing
Ratio (CBR) test (ASTM D1883) with associated standard Proctor test (ASTM D698) were
performed on the selected bulk sample from Boring B-6.
The results of the laboratory testing program are summarized in the following tables with
graphical results of the standard Proctor and CBR testing attached in Appendix III.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 10 31 August 2022

r8,R
USCS Soil Classification Test Summary
Boring Sample Moisture % Finer than Atterberg Limits
No. Depth (feet) Content(%) No. 200 L.L. P.L. P,l USCS Classification
B-4 6.5-8 27.4 59 61 36 25 Elastic Silt(MH)
B-6 0-1.5 26.7 80 73 24 49 Fat Clay(CH)
B-3
2-8 32.1 78.2 71 42 29 Elastic Silt(MH)
(Bulk)
Notes: LL—Liquid Limit, PL—Plastic Limit,PI—Plastic Index, NP—Non-Plastic
Standard Proctor and CBR Tests Summary
Bulk Sample Natural Moisture Optimum Maximum CBR
Boring Depth Content Moisture Content Dry Density Value
No.
(ft.) (%) (%) (pcf) (%)
B-3 (Bulk) 2-8 32.1 34.7 84 2.7
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 11 31 August 2022

r8,R
4.0 DESIGN RECOMMENDATIONS
4.1 General
The following evaluations and recommendations are based on our observations at the site,
interpretation of the field and laboratory data obtained during this exploration, and our
experience with similar subsurface conditions and projects. Soil penetration data has been used
to estimate an allowable bearing pressure and associated settlement using established
correlations. Subsurface conditions in unexplored locations may vary from those encountered.
If structure locations, loadings, or elevations are changed, we request that we be advised so that
we may re-evaluate our recommendations.
Determination of an appropriate foundation system for a given structure is dependent on the
proposed structural loads,soil conditions, and construction constraints such as proximity to other
structures, etc. The subsurface exploration aids the geotechnical engineer in determining the
soil stratum appropriate for structural support. This determination includes considerations with
regard to both allowable bearing capacity and compressibility of the soil strata. In addition, since
the method of construction greatly affects the soils intended for structural support,consideration
must be given to the implementation of suitable methods of site preparation, fill compaction,
and other aspects of construction.
4.2 Foundation Design
The proposed building may be supported on a shallow foundation system bearing on approved
residual soils or controlled structural fill (see Section 5.3, Controlled Structural Fill
recommendations) subgrades. Shallow foundations may be initially designed utilizing a design
bearing pressure of up to 2,500 pounds per square foot (psf) provided that the design bearing
pressure is confirmed after completion of the project grading plan and verified at the time-of-
construction. To reduce the possibility of localized shear failures, spread and strip footings
should be a minimum of 3 and 2 feet wide, respectively.
4.3 Shrink-Swell Considerations
Based on the encountered subsurface conditions, laboratory testing results, and our experience
with soils and the site vicinity, the majority of the on-site soils at the anticipated foundation
bearing level will have a moderate to high shrink-swell potential. Accordingly, we recommend
that exterior footings be constructed at least 48 inches below adjacent grades in order to reduce
the effect of potential surface water migration to the plastic soils that may be encountered near
the foundation bearing level and to bear below the normal frost depth of 18 inches. In addition,
we recommend that the building perimeter be hardscaped with pavements and sidewalks (or
similar) rather than landscaping beds to further limit the potential for surface induced moisture
variations to migrate downward to the foundation bearing grade.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 12 31 August 2022

r8,R
4.4 Estimated Settlement
Based on the boring data as well as the assumed structural loading conditions outlined in Section
1.1, Project Information, we estimate total settlements will generally be on the order of 1/2 inch,
with differential settlement of 1/2 to % the estimated total settlement. The magnitude of
differential settlements will be influenced by the variation in excavation requirements across the
building footprints, the distribution of loads, and the variability of underlying soils.
Our initial settlement analyses for building loads indicate that a properly selected design bearing
pressure will yield total settlements generally on the order of less than 1/2 inch (with expected
differential settlement typically%to%of that); however additional analysis will be required. The
above provided initial bearing pressure and estimated settlement should not be used for final
design of building foundations and is presented to aid in determining the feasibility of utilizing
shallow foundations. The use of shallow foundations should be further analyzed once site and
building plans are further developed.
Our settlement analyses were performed on the basis of the provided structural loads discussed
in the project information section of this report. Actual settlements experienced by the structure
and the time required for these soils to settle will be influenced by undetected variations in
subsurface conditions, actual structural loads,final grading plans,and the quality of fill placement
and foundation construction.
4.4 Ground Floor Slab Support
Ground floor slabs may be designed as a slab-on-grade supported by approved existing fill
materials, residual soils or newly placed controlled fill. Slab-on-grade support is contingent upon
successful completion of the subgrade evaluation process as described in the Site Preparation
section of this report. Due to the presence of undocumented fill material, some over excavation
should be anticipated.
A vapor retarder should be used beneath ground floor slabs that will be covered by tile, wood,
carpet, impermeable floor coatings, and/or if other moisture-sensitive equipment or materials will
be in contact with the floor. We note that the IBC code, chapter 19, section 1907.1 requires that
the thickness of concrete floor slabs supported directly on the ground shall not be less than 31/2
inches. Section 1907.1 also requires that a 6-mil polyethylene vapor retarder with joints lapped not
less than 6 inches be placed between the base course or subbase and the concrete floor slab.
However, we further note that the use of vapor retarders may result in excessive curling of floor
slabs during curing. Floor slab designers may refer to ACI 302.1R for further discussion on vapor
retarders, curling, and the means to reduce concrete shrinkage and curling.
Proper jointing of the ground floor slab is also essential to minimize cracking. ACI suggests that
unreinforced, plain concrete slabs may be jointed at a spacing of 24 to 36 times the slab thickness,
up to a maximum spacing of 18 feet. Floor slab construction should incorporate isolation joints
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 13 31 August 2022

r8,R
along bearing walls and around column locations to allow minor movements to occur without
damage. Utility or other construction excavations in the prepared floor subgrade should be
backfilled to a controlled fill criterion to provide uniform floor support.
4.5 Seismic Site Classification
The following seismic site class recommendations are based on American Society of Civil
Engineers (ASCE) 7-10 per Section 1613.3.2 as referenced by the International Building Code
(IBC). Chapter 20.1 of ASCE 7-10 entails an evaluation of the top 100 feet of the subsurface soil
profile in order to determine the soil seismic site class. Our scope of services did not include a
seismic conditions survey to determine site-specific shear wave velocity information. IBC
references a methodology for interpretation of Standard Penetration Test resistance values (N-
values) to determine a Site Class Definition. However, this method requires averaging N-values
over the top 100 feet of the subsurface profile.
The available subsurface data from our exploration indicates an N-value range of 3 to greater
than 100 bpf within the upper approximate 25 feet below existing site grades. In general
accordance with section 1613.3.2 of the IBC and based on the boring data, our understanding of
planned grading and an averaging of the data across building footprints, a Site Class Definition
"D" may be used to develop the project's Seismic Design Category for further evaluations relative
to earthquake load design.
4.7 Pavement Design Recommendations
We anticipate that the proposed parking lot area and driving lanes will consist of both standard-
duty asphalt and heavy-duty asphalt. The standard-duty asphalt pavement section should be
used where traffic is expected to primarily consist of autos and occasional light service vehicles
such as in parking stalls. The heavy-duty asphalt pavement section should be used where traffic
will also consist of light and heavy service vehicles such as in driveways and areas that will see
heavy traffic (including firetrucks, ambulances, and trash trucks).
The following pavement design recommendations were developed based on the following:
• a 20-year design life;
• a design CBR of 2.7;
• heavy-duty apron loads of approximately 3,400 trips per year by a fire engine (33,660 lb.)
and approximately 910 trips per year by a tanker (57,880 lb.) and an assumed annual
growth rate of 4% (over the 20-year design life;
• the pavement subgrade will be prepared in accordance with the recommendations
indicated here and in Section 5.1 (Site Preparation),
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 14 31 August 2022

r8,R
4.7.1 Rigid Concrete Pavement
We recommend rigid concrete pavement for all areas to be utilized by fire apparatuses.
Additionally, concrete pavement is recommended for dumpster areas. Concrete pavements
should be designed and constructed in general accordance with ACI 330R-08. For pavements
subject to Heavy-Duty traffic, such as fire apparatuses or garbage trucks, we recommend the
following pavement design:
Rigid Pavement Design
Pavement Section Heavy-Duty Pavement
(inches)
Concrete (4,000 psi, air-entrained) 6
Aggregate Base Course (ABC) Stone 6
Concrete pavements should be constructed of air-entrained concrete with a 28-day design
compressive strength of at least 4,000 psi and a flexural strength of at least 600 psi. The concrete
mixture should have a target slump of 2 to 4 inches and entrained air content of 6% ± 11/2%.
Transverse and longitudinal contraction joints should be constructed in the new concrete to
control cracking. It is recommended that individual sections of jointed concrete be as close to
square as possible and the length to width (L:W) ratio of each section should not be greater than
1.25 Long to 1.0 Wide. It is recommended that longitudinal and transverse contraction joints be
located on a spacing of no greater than 10 feet.
If construction joints are needed, they should be butt-type joints installed as recommended by
ACI.The use a keyways or keyed construction joints is not recommended. F&R recommends that
all contraction and construction joints be sealed. In areas where the concrete will be placed
against fixed objects (e.g., buildings, drop inlets, manholes, light bases, etc.), isolation/expansion
joints should be constructed. Curing of the concrete surface is important to assure proper
hydration and to help assure the concrete achieves its potential strength and durability. Curing
should begin as a soon as possible following the finishing operation and/or as soon as bleed water
has disappeared (typically within % hour after paving for most concrete mixtures). A liquid,
membrane-forming curing compound that meets ASTM C309 material requirements should be
utilized to create a seal that limits mix water evaporation. More detailed design and construction
guidance can be found in the previously referenced ACI document. F&R should be afforded an
opportunity to review the pavement design plans prior to final design.
4.7.2 Alternate Flexible Asphalt Pavement
Based on the above assumptions and in accordance with AASHTO 1993 Method, we recommend
using the following asphalt pavement sections.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 15 31 August 2022

r8,R
Alternate Flexible Pavement Design
Pavement Section Light-Duty Asphalt Heavy-Duty Asphalt
Pavement(inches) Pavement(inches)
Asphalt Surface Course—S9.5B 2.5 (two lifts) 2.0
Asphalt Intermediate Course— 119.0C - 3.5
Aggregate Base Course (ABC) Stone 6 8
The above pavement sections are considered as minimum design recommendations. In general,
long-term pavement performance requires good drainage, performance of periodic maintenance
activities, and particular attention to subgrade preparation. Flexible asphalt pavements,
concrete pavements, and bases should be constructed in accordance with the guidelines of the
latest applicable NCDOT Standard Specifications for Roads and Structures. Materials, weather
limitations, and placement and compaction are specified under appropriate sections of this
publication.
Fill materials underlying pavements should be placed in accordance with the controlled fill and
pavement subgrade recommendations contained in this report. In addition, all pavement
subgrades should be evaluated by a geotechnical engineer prior to base stone placement. If
excessive subgrade movement is observed, appropriate improvements such as undercutting
and/or in-place stabilization will be required at that time.
4.7.3 Pavement Support on Existing Fill
Existing fill materials were encountered in boring B-1, to an approximate depth of 3.5 feet below
the existing ground surface. The sampled existing fill materials appeared to be relatively free of
organics or other deleterious materials. In order to eliminate the risks associated with structural
support on existing fill materials, the existing fill materials could be completely removed and
replaced with new controlled structural fill. However, based on the boring data it appears that
light foundation support on the existing fill materials should be possible provided the
recommended engineering evaluations are performed and the owner is willing to accept some
risk.
The risks associated with structural support on the existing fills in the short term include
additional support related cost (i.e. undercutting, etc.) should unforeseen conditions be
encountered during construction. Long-term risk(i.e. excessive settlement, etc.) can be reduced
by requesting an F&R engineer to perform the recommended subgrade evaluations during
construction. If and where encountered, undercutting and/or in-place stabilization of unsuitable
materials may be required for foundation and slab support. The need for, and extent of,
undercutting and/or in-place stabilization required can best be determined by a representative
of the geotechnical engineer at the time of construction.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 16 31 August 2022

r8,R
5.0 CONSTRUCTION RECOMMENDATIONS
5.1 General
The principal purpose of this section is to comment in general on the items related to earthwork
and associated geotechnical engineering aspects of construction that should be expected for this
project. It is recommended that F&R's geotechnical engineer be retained to provide soil engineering
services during the construction phases of the project and perform appropriate evaluations to help
confirm that conditions encountered during construction are similar to conditions observed in the
borings. The geotechnical engineer can also assist in interpretation of differing subsurface
conditions that may be encountered and recommend remedial work, if needed.
5.2 Site Preparation
Before proceeding with construction, surficial soils and any other deleterious non-soil materials
should be stripped or removed from the proposed construction area. During the clearing and
stripping operations, positive surface drainage should be maintained to prevent the accumulation
of water. Underground utilities should be re-routed to locations a minimum of 10 feet outside of
proposed new structure footprints.
After stripping, areas intended to support new fill, pavements, floor slabs, and foundations should
be carefully evaluated by a representative of the geotechnical engineer. At that time,the engineer
may require proofrolling of the subgrade with a 20-to 30-ton loaded truck or other pneumatic-tired
vehicle of similar size and weight. Proofrolling should be performed during a time of good weather
and not while the site is wet, frozen, or severely desiccated. The purpose of the proofrolling is to
locate soft, weak, or excessively wet soils present at the time of construction and to provide an
opportunity for the geotechnical engineer to locate inconsistencies intermediate of our boring
locations.
We note that some limited fill materials were encountered near the existing ground surface at the
site and that new construction is generally envisioned to be within in +/- 3 feet of the current site
grades. Depending on how these materials respond during the proofrolling or other subgrade
evaluation operations, some in-place densification, undercutting, or in-place stabilization may be
required for slab-on-grade or similar support. The actual extent of densification, undercutting
and/or in-place stabilization required can best be determined by a representative of the
geotechnical engineer at the time of construction. Once the site has been properly prepared, at-
grade construction may proceed.
5.2 Foundation Construction
All foundation subgrades should be observed, evaluated, and verified for the design bearing
pressure by a representative of the geotechnical engineer after excavation and prior to
reinforcement steel placement. If low consistency soils are encountered at the foundation subgrade
during construction, localized undercutting and/or in-place stabilization of foundation subgrades
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 17 31 August 2022

r8,R
may be required. The actual need for, and extent of, undercutting or in-place stabilization should
be based on field observations made by a representative of the geotechnical engineer at the time
of construction.
Excavations for footings should be made in such a way as to provide bearing surfaces that are firm
and free of loose,soft,wet,or otherwise disturbed soils. Foundation concrete should not be placed
on frozen or saturated subgrades. If such materials are allowed to remain below foundations,
settlements will increase. Foundation excavations should be concreted as soon as practical after
they are excavated. If an excavation is left open for an extended period, a thin mat of lean concrete
should be placed over the bottom to minimize damage to the bearing surface from weather or
construction activities. Water should not be allowed to pond in any excavation.
5.3 Controlled Structural Fill
Based on the boring data, controlled structural fill may generally be constructed using the on-site
soils. If an off-site borrow source is required to balance the site,the imported materials should have
a classification of CL, ML, SC, or SM as defined by the Unified Soil Classification System. We do not
recommend the use of highly-plastic clay or silt (CH or MH) for below grade wall backfill. Other
materials may be suitable for use as controlled structural fill material and should be individually
evaluated by the geotechnical engineer. Controlled structural fill should be free of boulders,organic
matter, debris, or other deleterious materials and should have a maximum particle size no greater
than 3 inches.
We typically recommend a minimum standard Proctor (ASTM D 698) maximum dry density of
approximately 90 pounds per cubic feet (pcf) for fill materials. However, based on the laboratory
testing,the available on-site materials have a lower maximum dry density of about 84 pcf. This will
be a more challenging material to work with and,due to the lower laboratory-determined maximum
dry density, we recommend using a higher degree of compaction to compensate.
Fill materials should be placed in horizontal lifts with maximum height of 8 inches in loose measure.
New fill should be adequately keyed into stripped and scarified subgrade soils and should, where
applicable, be benched into the existing slopes. During fill operations, positive surface drainage
should be maintained to prevent the accumulation of water. Due to the lighter weight characteristics
of the planned cut soils, we recommend that structural fill be compacted to at least 100 percent of
the standard Proctor maximum dry density. In confined areas such as utility trenches, portable
compaction equipment and thin lifts of 3 to 4 inches may be required to achieve specified degrees
of compaction.
In general, we recommend that the moisture content of fill soils be maintained within three
percentage points of the optimum moisture content as determined from the standard Proctor
density test. Moisture control may be especially difficult during winter months or extended periods
of rain. Attempts to work the soils when wet can be expected to result in deterioration of otherwise
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 18 31 August 2022

r8,R
suitable soil conditions or of previously placed and properly compacted fill. We recommend that
the contractor have equipment on site during earthwork for both drying and wetting of fill soils.
Where construction traffic or weather has disturbed the subgrade, the upper 8 inches of soils (or
more if warranted) intended for structural support should be scarified and re-compacted. Each lift
of fill should be tested in order to confirm that the recommended degree of compaction is attained.
5.4 Moisture Sensitive Soils
Based on the results of our visual-manual classification and limited laboratory testing, some
moisture sensitive elastic SILTS (MH) and fat CLAYS (CH) were encountered during this study. In
general, CH and MH soils are moisture sensitive and can undergo significant changes in volume
(shrink and swell) with changes in their moisture content, and are generally considered unsuitable
for direct structural or pavement support. Evaluation of subgrades by the geotechnical engineer or
his representative should be performed during construction to help reduce the potential for soil
movement from such materials directly underlying structures.
Pending a successful proofroll indicating suitable bearing conditions, these soils potentially may be
left in place. If the soils evaluated are considered unstable, they should be undercut to suitable,
stable soils. Due to the nature of these moisture sensitive soils, we recommend positive drainage
be provided away from pavement areas during and after construction.
5.5 Excavation Conditions and Guidelines
Based on the conditions encountered at the boring locations, we do not anticipate that materials
requiring difficult excavation techniques will be encountered during grading or utility construction.
We would like to point out that our experience indicates rock in a weathered, boulder, and/or
massive form varies erratically in location and depth within the Piedmont Physiographic Province.
Due to the variability of the Piedmont soils,there is always a potential that these materials could be
encountered at shallower depths between the boring locations. The depth to and thickness of
weathered rock; rock lenses or seams; and bedrock can vary dramatically in short distances and
between boring locations; therefore, weathered rock and/or bedrock could be encountered during
construction at locations or depths between boring locations.
Mass excavations and other excavations required for this project must be performed in accordance
with the United States Department of Labor, Occupational Safety and Health Administration (OSHA)
guidelines (29 CFR 1926, Subpart P, Excavations) or other applicable jurisdictional codes for
permissible temporary side-slope ratios and or shoring requirements. The OSHA guidelines require
daily inspections of excavations, adjacent areas and protective systems by a "competent person"
for evidence of situations that could result in cave-ins, indications of failure of a protective system,
or other hazardous conditions.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 19 31 August 2022

r8,R
Excavated soils, equipment, building supplies, etc., should be placed away from the edges of the
excavation at a distance equaling or exceeding the depth of the excavation. F&R cautions that the
actual excavation slopes will need to be evaluated frequently each day by the "competent person"
and flatter slopes or the use of shoring may be required to maintain a safe excavation depending
upon excavation specific circumstances. The contractor is responsible for providing the"competent
person" and all aspects of site excavation safety.
5.6 Groundwater Conditions
Groundwater was not encountered in the borings during or upon completion of drilling. Based on
the assumed grading, we do not generally anticipate that groundwater will be encountered during
mass grading or utility construction. Groundwater levels tend to fluctuate with seasonal and climatic
variations 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 occur in late summer
and early fall. Depending on time of construction, groundwater may be encountered at locations
not explored during this study.
If free surface water is allowed to stand on stable subgrade soils, the soils can absorb water, swell,
and experience a reduction in their support capability. As a result,we recommend that the subgrade
surface be graded to provide positive drainage away from the construction areas and towards
suitable drainage handling areas,such as a perimeter ditch, French drain,culvert, or retention pond.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 20 31 August 2022

r&R
6.0 CONTINUATION OF SERVICES
We recommend that we be given the opportunity to review the final construction documents and
project specifications when construction documents approach completion. This review evaluates
whether the recommendations and comments provided herein have been understood and properly
implemented. We also recommend that Froehling & Robertson, Inc. be retained for professional
and construction materials testing services during construction of the project. Our continued
involvement on the project helps provide continuity for proper implementation of the
recommendations discussed herein. These services are not part of the currently authorized scope
of work.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 21 31 August 2022

r8,R
7.0 LIMITATIONS
This report has been prepared for the exclusive use of SCN Architects for specific application to the
referenced Waxhaw Volunteer Fire Department project in accordance with generally accepted soil
and foundation engineering practices. No other warranty, express or implied, is made. Our
conclusions and recommendations are based on design information furnished to us, the data
obtained from the previously described subsurface exploration program, and generally accepted
geotechnical engineering practice. The conclusions and recommendations do not reflect variations
in subsurface conditions which could exist intermediate of the boring locations or in unexplored
areas of the site. Should such variations become apparent during construction, it will be necessary
to re-evaluate our conclusions and recommendations based upon on-site observations of the
conditions.
There are important limitations to this and all geotechnical studies. Some of these limitations are
discussed in the information prepared by GBA.We ask that you please review this GBA information.
Regardless of the thoroughness of a subsurface exploration, there is the possibility that conditions
between borings will differ from those at the boring locations,that conditions are not as anticipated
by the designers, or that the construction process has altered the soil conditions. Therefore,
experienced geotechnical engineers should evaluate earthwork, pavement, and foundation
construction to verify that the conditions anticipated in design actually exist. Otherwise,we assume
no responsibility for construction compliance with the design concepts, specifications, or
recommendations.
In the event that changes are made in the design or location of the proposed structure, the
recommendations presented in the report shall not be considered valid unless the changes are
reviewed by our firm and conclusions of this report modified and/or verified in writing. If this report
is copied or transmitted to a third party, it must be copied or transmitted in its entirety, including
text, attachments, and enclosures. Interpretations based on only a part of this report may not be
valid. This report contains 22 pages of text and the attached appendices.
Waxhaw Volunteer Fire Department Waxhaw Volunteer Fire Department
F&R Project No. 63A-0081 22 31 August 2022

r&R
APPENDIX I
GBA Important Information about Your Geotechnical Engineering Report
Site Vicinity Map, Drawing No. 1

Important Information about This
(-- Geotecbnical-[ngineering
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.
While you cannot eliminate all such risks, you can manage them. The following information is provided to help.
The Geoprofessional Business Association (GBA) Typical changes that could erode the reliability of this report include
has prepared this advisory to help you—assumedly those that affect:
a client representative—interpret and apply this • the site's size or shape;
geotechnical-engineering report as effectively • the function of the proposed structure,as when it's
as possible. In that way, clients can benefit from changed from a parking garage to an office building,or
a lowered exposure to the subsurface problems from a light-industrial plant to a refrigerated warehouse;
• the elevation,configuration,location,orientation,or
that,for decades, have been a principal cause of weight of the proposed structure;
construction delays, cost overruns, claims, and • the composition of the design team;or
disputes. If you have questions or want more • project ownership.
information about any of the issues discussed below,
contact your GBA-member geotechnical engineer. As a general rule,always inform your geotechnical engineer of project
Active involvement in the Geoprofessional Business changes-even minor ones-and request an assessment of their
Association exposes geotechnical engineers to a impact.The geotechnical engineer who prepared this report cannot accept
wide array of risk-confrontation techniques that can responsibility or liability for problems that arise because the geotechnical
be of genuine benefit for everyone involved with a engineer was not informed about developments the engineer otherwise
would have considered.
construction project.
This Report May Not Be Reliable
Geotechnical-Engineering Services Are Performed for Do not rely on this report if your geotechnical engineer prepared it:
Specific Purposes, Persons, and Projects • for a different client;
Geotechnical engineers structure their services to meet the specific • for a different project;
needs of their clients.A geotechnical-engineering study conducted for a different site(that may or may not include all or a
for a given civil engineer will not likely meet the needs of a civil- portion of the original site);or
works constructor or even a different civil engineer.Because each • before important events occurred at the site or adjacent
geotechnical-engineering study is unique,each geotechnical- to it;e.g.,man-made events like construction or
engineering report is unique,prepared solely for the client.Those who environmental remediation,or natural events like floods,
rely on a geotechnical-engineering report prepared for a different client droughts,earthquakes,or groundwater fluctuations.
can be seriously misled.No one except authorized client representatives
should rely on this geotechnical-engineering report without first Note,too,that it could be unwise to rely on a geotechnical-engineering
conferring with the geotechnical engineer who prepared it.And no one report whose reliability may have been affected by the passage of time,
-not even you-should apply this report for any purpose or project except because of factors like changed subsurface conditions;new or modified
the one originally contemplated. codes,standards,or regulations;or new techniques or tools.If your
geotechnical engineer has not indicated an`apply-by"date on the report,
Read this Report in Full ask what it should be,and,in general,if you are the least bit uncertain
Costly problems have occurred because those relying on a geotechnical- about the continued reliability of this report,contact your geotechnical
engineering report did not read it in its entirety.Do not rely on an engineer before applying it.A minor amount of additional testing or
executive summary.Do not read selected elements only.Read this report analysis-if any is required at all-could prevent major problems.
in full.
Most of the "Findings" Related in This Report Are
You Need to Inform Your Geotechnical Engineer Professional Opinions
about Change Before construction begins,geotechnical engineers explore a site's
Your geotechnical engineer considered unique,project-specific factors subsurface through various sampling and testing procedures.
when designing the study behind this report and developing the Geotechnical engineers can observe actual subsurface conditions only at
confirmation-dependent recommendations the report conveys.A few those specific locations where sampling and testing were performed.The
typical factors include: data derived from that sampling and testing were reviewed by your
• the client's goals,objectives,budget,schedule,and geotechnical engineer,who then applied professional judgment to
risk-management preferences; form opinions about subsurface conditions throughout the site.Actual
• the general nature of the structure involved,its size, sitewide-subsurface conditions may differ-maybe significantly-from
configuration,and performance criteria; those indicated in this report.Confront that risk by retaining your
• the structure's location and orientation on the site;and geotechnical engineer to serve on the design team from project start to
• other planned or existing site improvements,such as project finish,so the individual can provide informed guidance quickly,
retaining walls,access roads,parking lots,and whenever needed.
underground utilities.

This Report's Recommendations Are perform their own studies if they want to,and be sure to allow enough
Confirmation-Dependent time to permit them to do so.Only then might you be in a position
The recommendations included in this report-including any options to give constructors the information available to you,while requiring
or alternatives-are confirmation-dependent.In other words,they are them to at least share some of the financial responsibilities stemming
not final,because the geotechnical engineer who developed them relied from unanticipated conditions.Conducting prebid and preconstruction
heavily on judgment and opinion to do so.Your geotechnical engineer conferences can also be valuable in this respect.
can finalize the recommendations only after observing actual subsurface
conditions revealed during construction.If through observation your Read Responsibility Provisions Closely
geotechnical engineer confirms that the conditions assumed to exist Some client representatives,design professionals,and constructors do
actually do exist,the recommendations can be relied upon,assuming not realize that geotechnical engineering is far less exact than other
no other changes have occurred.The geotechnical engineer who prepared engineering disciplines.That lack of understanding has nurtured
this report cannot assume responsibility or liability for confirmation- unrealistic expectations that have resulted in disappointments,delays,
dependent recommendations if you fail to retain that engineer to perform cost overruns,claims,and disputes.To confront that risk,geotechnical
construction observation. engineers commonly include explanatory provisions in their reports.
Sometimes labeled"limitations,'many of these provisions indicate
This Report Could Be Misinterpreted where geotechnical engineers'responsibilities begin and end,to help
Other design professionals'misinterpretation of geotechnical- others recognize their own responsibilities and risks.Read these
engineering reports has resulted in costly problems.Confront that risk provisions closely.Ask questions.Your geotechnical engineer should
by having your geotechnical engineer serve as a full-time member of the respond fully and frankly.
design team,to:
• confer with other design-team members, Geoenvironmental Concerns Are Not Covered
• help develop specifications, The personnel,equipment,and techniques used to perform an
• review pertinent elements of other design professionals' environmental study-e.g.,a"phase-one"or"phase-two"environmental
plans and specifications,and site assessment-differ significantly from those used to perform
• be on hand quickly whenever geotechnical-engineering a geotechnical-engineering study.For that reason,a geotechnical-
guidance is needed. engineering report does not usually relate any environmental findings,
conclusions,or recommendations;e.g.,about the likelihood of
You should also confront the risk of constructors misinterpreting this encountering underground storage tanks or regulated contaminants.
report.Do so by retaining your geotechnical engineer to participate in Unanticipated subsurface environmental problems have led to project
prebid and preconstruction conferences and to perform construction failures.If you have not yet obtained your own environmental
observation. information,ask your geotechnical consultant for risk-management
guidance.As a general rule,do not rely on an environmental report
Give Constructors a Complete Report and Guidance prepared for a different client,site,or project,or that is more than six
Some owners and design professionals mistakenly believe they can shift months old.
unanticipated-subsurface-conditions liability to constructors by limiting
the information they provide for bid preparation.To help prevent Obtain Professional Assistance to Deal with Moisture
the costly,contentious problems this practice has caused,include the Infiltration and Mold
complete geotechnical-engineering report,along with any attachments While your geotechnical engineer may have addressed groundwater,
or appendices,with your contract documents,but be certain to note water infiltration,or similar issues in this report,none of the engineer's
conspicuously that you've included the material for informational services were designed,conducted,or intended to prevent uncontrolled
purposes only.To avoid misunderstanding,you may also want to note migration of moisture-including water vapor-from the soil through
that"informational purposes"means constructors have no right to rely building slabs and walls and into the building interior,where it can
on the interpretations,opinions,conclusions,or recommendations in cause mold growth and material-performance deficiencies.Accordingly,
the report,but they may rely on the factual data relative to the specific proper implementation of the geotechnical engineer's recommendations
times,locations,and depths/elevations referenced. Be certain that will not of itself be sufficient to prevent moisture infiltration.Confront
constructors know they may learn about specific project requirements, the risk of moisture infiltration by including building-envelope or mold
including options selected from the report,only from the design specialists on the design team.Geotechnical engineers are not building-
drawings and specifications.Remind constructors that they may envelope or mold specialists.
5 GEOPROFESSIONAL
BUSINESS
t ASSOCIATION
Telephone:[phone]
e-mail:[e-mail] wwwgeoprofessional.org
Copyright 2016 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly
prohibited,except with GBAs specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission
of GBA,and only for purposes of scholarly research or book review.Only members of GBA may use this document or its wording as a complement to or as an element of a report of any
kind.Any other firm,individual,or other entity that so uses this document without being a GBA member could be committing negligent

PP illiltrit, 60 1 1
�r, . P,7r1mr,•—.
ii `�� _ ' wt: - , . .ALAIR\ - ..
14-11hN,
soy;',,
0 Alibb-, '[..A ...a
11 % %
I `' '� Pdeck lenhuri '' New Salem
Court=! rnrn
OP
csx as Olive
• I��� Unionville ranch ,
H n eoe+c • st'"i:3�,I�e
Patk
•
ftt Fairfield
•
/5 4• yir � ` C'ri D
=, Waddington \� rvwi ;.r.on
7 • !J Alir 'r Chapel �,� �� �'x _ c sx nn
�� • --- Marshvtle 74
��. pr.� _Y/"gl Wingate
gi
/Houst�onn Oaks ...\
tl
i Mineral c/wr«
5.21 csx an -�ifF Springs �'
f
�., Waxhaw
/— -
• Q Fou-i
ernli rya ail
Rou had e
T
9 9
•
Afton
• (..1 0 RS ...C4- .L.:4-
k.
.' -
7S Scu;pi r_,.•
PPion ::
/ •
•
�, 1111111"."- c n Project Site
• fe, It
, 1 Waxhaw VFD
r. •
• - -
•
1 /
r 52.
r __\_ ___Y .„,--
44.i: , J L- A. ,,,
Project Site 210
--A
Waxhaw VFD �
✓I
NORTH CAROLINA - North Carolina
SOUTH CAROLINA
Date: August, 2022
. , . r4 FROEHLING ROBERTSON Scale: As Shown
Engineering Stability Since 1881
® Drawn: KHH 63A-0081
SCALE: 1" = 5000' Waxhaw Volunteer Fire Department Drawing No.
0 5000' 10,000' Waxhaw, North Carolina Site Vicinity Map
.:r Waxhaw Volunteer Fire Department 1

r&R
APPENDIX II
Key to Soil Classification
Unified Soil Classification Chart Boring
Location Plan, Drawing No. 2
Subsurface Soil Profile, Drawing No.3
Boring Logs

SINCE
rs,R
KEY TO BORING LOG SOIL CLASSIFICATION
Particle Size and Proportion
Visual descriptions are assigned to each soil sample or stratum based on estimates of the
particle size of each component of the soil and the percentage of each component of the soil.
Particle Size Proportion
Descriptive Terms Descriptive Terms
Soil Component Particle Si _
ze Component Term Percentage
Boulder > 12 inch Major Uppercase Letters >50%
Cobble 3 - 12 inch (e.g., SAND, CLAY)
Gravel-Coarse 3/4 -3 inch
-Fine #4 -3/4 inch Secondary Adjective 20%-50%
Sand-Coarse #10 -#4 (e.g., sandy, clayey)
-Medium #40 -#10
-Fine #200 -#40 Minor Some 15%-25%
Silt(non-cohesive) <#200 Little 5%- 15%
Clay(cohesive) <#200 Trace 0%-5%
Notes:
1. Particle size is designated by U.S. Standard Sieve Sizes
2. Because of the small size of the split-spoon sampler relative to the size of gravel,the true percentage of gravel
may not be accurately estimated.
Density or Consistency
The standard penetration resistance values (N-values) are used to describe the density of
coarse-grained soils (GRAVEL, SAND) or the consistency of fine-grained soils (SILT, CLAY).
Sandy silts of very low plasticity may be assigned a density instead of a consistency.
DENSITY CONSISTENCY
Term N-Value Term N-Value
Very Loose 0-4 Very Soft 0- 1
Loose 5 - 10 Soft 2 -4
Medium Dense 11 - 30 Firm 5 - 8
Dense 31 - 50 Stiff 9 - 15
Very Dense > 50 Very Stiff 16 -30
Hard >30
Notes:
1. The N-value is the number of blows of a 140 lb.Hammer freely falling 30 inches required to drive a standard
split-spoon sampler(2.0 in. O.D., 1-3/8 in.I.D.) 12 inches into the soil after properly seating the sampler 6
inches.
2. When encountered,gravel may increase the N-value of the standard penetration test and may not accurately
represent the in-situ density or consistency of the soil sampled.
F:\Branch 62\GEOWORD\REPORTS\keyblsc.enc.doc

SOIL CLASSIFICATION CHART
MAJOR DIVISIONS SYMBOLS TYPICAL
GRAPH LETTER DESCRIPTIONS
•-• •-Is
CLEAN 4. ivWELL-GRADED GRAVELS,GRAVEL-
GRAVEL GRAVELS '� �•� �/ GW SAND MIXTURES, LITTLE OR NO
•�
AND •s S S FINES
GRAVELLY :+18 +.'. .,'. POORLY-GRADED GRAVELS,
SOILS (LITTLE OR NO FINES) lie bilk .1 �'P GRAVEL-SAND MIXTURES, LITTLE
60 111 •0 111 OR NO FINES
COARSE
•+1i • in
GRAINED GRAVELS WITH ,1•4 ./ SILTY GRAVELS,GRAVEL-SAND-
SOILS MORE THAN 50% FINES b V M SILT MIXTURES
OF COARSE •0 411 • 411
FRACTION
RETAINED ON NO. 'Or
4 SIEVE (APPRECIABLE . GC CLAYEY GRAVELS,GRAVEL-SAND-
AMOUNT OF FINES) ` GC CLAY MIXTURES
CLEAN SANDS WELL-GRADED SANDS,GRAVELLY
MORE THAN 50% SAND SW SANDS, LITTLE OR NO FINES
OF MATERIAL IS AND
LARGER THAN SANDY NO.200 SIEVE SOILS POORLY-GRADED SANDS,
SIZE (LITTLE OR NO FINES) 5P GRAVELLY SAND, LITTLE OR NO
FINES
SANDS WITH - - - SILTY SANDS,SAND-SILT
MORE THAN 50% FINES - SM MIXTURES
OF COARSE -
FRACTION
PASSING ON NO.
4 SIEVE (APPRECIABLE SC MIXTURES
YEANDS,SAND-CLAY
AMOUNT OF FINES) -
INORGANIC SILTS AND VERY FINE
ML SANDS, ROCK FLOUR,SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
SILTS r INORGANIC CLAYS OF LOW TO
FINE AND LIQUID LIMIT MEDIUM PLASTICITY,GRAVELLY
GRAINED CLAYS LESS THAN 50 / CL CLAYS,SANDY CLAYS,SILTY
SOILS _ _ _ _ CLAYS,LEAN CLAYS
OL ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50% INORGANIC SILTS, MICACEOUS OR
OF MATERIAL IS M H DIATOMACEOUS FINE SAND OR
SMALLER THAN SILTY SOILS
NO.200 SIEVE
SIZE
SILTS 1)7
LIQUID LIMIT INORGANIC CLAYS OF HIGH
AND GREATER THAN 50 / CH PLASTICITY
CLAYS
^^^^^^^^^ OH ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY,ORGANIC SILTS
0 I, 0 I, \0 I,
0,, 0,, 0,, ' PEAT, HUMUS,SWAMP SOILS WITH
HIGHLY ORGANIC SOILS PT HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

F •
f. Y ' 44 i 88S C055 l�—�
A. r+ f _
�! ----\ POTTER RD _
\ ! !
Li
T ___\
• / �
FUTU-E . - _ _
• TRAINING
L•685X GROU DS £6S
.
\\
' 5 665X •
r ,. � r�) OVERSIZED STA KING( .
--
GENERATOR
i UMPSTE SWO•RER MASONRY
AREA Z
- - - \ \ \ - \\ O6 TAI B—3.Ine, RE
i ply
\ /
') 'v'T • B—
DIESEL FUEL
\ \\ \ ' - •L BUi-. 4 / STATION
I • ' ` \ \ ^TRANSFORMER '
-20. 1 7\ CI '. -4.7"..:Ifti ..r. ,* .r.. .i, ,-/Pr•\\ ,.-. \ \ \
.. \\ „2„,
70'\ I- ONE STO: •• BUILD ^� PATo / y �` r -
'._ \ Z . opi .
I I.
# \ \ 1 \ \ is Ig p 7
B=5 M 2 APP` ' `TUS B! P J c„ .,„ m Min
j -� '.4„ .,r,- -+ ��
• rn
J
\• \ ..i. ' \\\\\\\\\\\ t\\\\'ATE-_ k A — w 1 .• • •
IF .-111,mm;'.. 13_19 ' - .-
- - -
iv .44„0„--,,Y 13
r1 'L ` �\iii ,- FLi.;POLE � t
F I , - \ 1 _ PUB A ;_ . ..„ if.„ :
w. .
• yI I .141 \
114iiii.
PAR •G (6) I \ - f
ik, B-6 �} _ . ._
:I 1 • •
r: \----- '' '\L-1-- --
85�C r=
1
7------1L , .,'
4.14,41*flittiL 2 .7 '6.1.:pik-.
k---------- -- * /
/ A.N.i
01p10.#- .--
11.1.i, 7 0 / / - LLS �\ � i� 085 —_� 58S
gr
:'------A TY C)C°: . i' Y
I. / / / T A. :I
/ / 44,P/ --- - 711R1
- _ ORO Date: August, 2022
/-, / / • / / — _ �\N ! \\! AI- - FROEHLING ROBERTSON
•, / / / / / / \\\\ \ \_ 58IR
Scale: As Shown
-: ~, / \ o Engineering Stability Since 1881
, �#r _ . . _ _ 1// 7S/ �^..� \\\\ \ Drawn: KHH 63A 0081
`/ __ \ !\\� SCALE: 1" = 60' Waxhaw Volunteer Fire Department Drawing No.
F&R BORINGS , e t- / / \ \ 60' 120' - Waxhaw, North Carolina Boring Location Plan
#, \ — Waxhaw Volunteer Fire Department 2

SINCE
rscRFroehl ing & Robertson , Inc . SUBSURFACE PROFILE
Plot Based on Elevation
1881 Profile Name: Drawing No. 3
Project No:63A-0081
Client:SCN Architects
Project:Waxhaw VFD
City/State:Waxhaw, NC
592
B-11
590 B-10
B-7 Presumptive FFE at 588 feet B-9 p 5
0.7 7 10 ,9 80
586 V.
58410 /% 9 10
8
582 A10 9 7 6
580 6 7012
9 �7 578 a 8 � -
11
576
v 574 5
•v 10 10
c 572 ..15
_0
N > 570
•
11
v 7
—m 568 .9 •11
co
:17
O 566
564 ' '11
•18 •13
0
`^ 562 '18
0
0
z
560 •
O 558 '45
0
556
x
554
62
X 552
•
col
550
u 50/2
0 548
i 546
w
w

SINCE
fFroehIin & Robertson , Inc . BORING LOG
Boring: B 1 (1 of 1)
1881
Project No:63A-0081 Elevation:583± Drilling Method: HSA
Client:SCN Architects Total Depth: 10.0' Hammer Type:Automatic
Project:Waxhaw VFD Boring Location:See boring location plan Date Drilled:7/27/22
City/State:Waxhaw, NC Driller: F&R/S. Douglas
Description of Materials *Sample Sample N-Value
Elevation Depth Depth bl /ft Remarks
( ows )
(Classification) Blows (feet
582.9 - 0.1 �� \ SURFICIAL SOIL: 1 inch j 3-5-2 0.0 Groundwater was not
— FILL:Sampled as firm, dark and light brown, 1.5 7 encountered immediately
sandy lean CLAY(CL)with trace organics, moist — 3-3-3 2.0 upon completion of
drilling
579.5 - 3.5 _" RESIDUUM: Firm,gray, orange,and brown, 4-3-3 3.5 6
sandy SILT(ML)with trace organics and trace 5.0
6
— mica, moist
577.0 6.0 _ ; Medium dense, brown,orange, and black, silty6.5
g 8-13-11
• fine to medium SAND(SM)with trace mica, 24
moist 8.0
9-12-11 8.5
573.0 - 10.0 - • 10.0 23
Boring terminated at 10 feet.
N
N
c-1
r
0
c9
C7
C7
9
z
0
o
m
0
x
x
C7
9
z
0
o
m
"*Number of blows required for a 140 lb hammer dropping 30""to drive 2""O.D., 1.375"" I.D.sampler a total of 24 inches in four 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance

SINCE
fFroehIin & Robertson , Inc . BORING LOG
Boring: B-2 (1 of 1)
1881
Project No:63A-0081 Elevation:589± Drilling Method: HSA
Client:SCN Architects Total Depth: 10.0' Hammer Type:Automatic
Project:Waxhaw VFD Boring Location:See boring location plan Date Drilled:7/27/22
City/State:Waxhaw, NC Driller: F&R/S. Douglas
Description of Materials *Sample Sample N-Value
Elevation Depth Depth bl /ft Remarks
( ows )
(Classification) Blows (feet
588.9 - 0.1 _ \ SURFICIAL SOIL:2 inches [ 2-3-3 0.0 Groundwater was not
RESIDUUM: Firm, red brown, FAT CLAY(CH) 1.5 6 encountered immediately
587.0 - 2.0 1 with sand and trace organics, moist j 3-3-3 2.0 drriill on in completion of
Firm, red brown and tan, lean CLAY(CL), moist 3 5 6 g
3-3-5
5.0 8
583.0 - 6.0 -
Firm, red and orange, sandy lean CLAY(CL), 3-3-4
6.5
moist
581.0 - 8.0 8.0 7
Firm, red,orange,and gray,sandy elastic SILT 8.5
(MH)with trace mica, moist 3-3-5
579.0 - 10.0 10.0 8
Boring terminated at 10 feet.
N
N
c-1
r
0
c9
C7
C7
9
O
z
0
0
x
x
C7
9
O
z
O
"*Number of blows required for a 140 lb hammer dropping 30""to drive 2""O.D., 1.375"" I.D.sampler a total of 24 inches in four 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance

SINCE
fFroehIin & Robertson , Inc . BORING LOG
Boring: B-3 (1 of 1)
1881
Project No:63A-0081 Elevation:590± Drilling Method: HSA
Client:SCN Architects Total Depth: 10.0' Hammer Type:Automatic
Project:Waxhaw VFD Boring Location:See boring location plan Date Drilled:7/27/22
City/State:Waxhaw, NC Driller: F&R/S. Douglas
Description of Materials *Sample Sample N-Value
Elevation Depth Depth ue Remarks
(Classification) Blows (feet)
(blows )
589.9 - 0.1 _ SURFICIAL SOIL: 1.5 inches [ 2-3-3 0•0 Groundwater was not
— RESIDUUM:Firm and stiff, orange brown,sandy 1.5 6 encountered immediately
elastic SILT(MH)with trace mica, moist 4-4-5 2.0 upon completion of
drilling
4-4-5
3.5 9
5.0 9
4-3-3 6.5
_ 8.0 6
2-3-4 8.5
7
580.0 - 10.0 10.0
Boring terminated at 10 feet.
N
N
c-1
r
0
c9
C7
C7
9
O
z
0
0
0
x
x
C7
9
O
z
0
O
"*Number of blows required for a 140 lb hammer dropping 30""to drive 2""O.D., 1.375"" I.D.sampler a total of 24 inches in four 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance

SINCE
fFroehIin & Robertson , Inc . BORING LOG
Boring: B-4 (1 of 1)
1881
Project No:63A-0081 Elevation:590± Drilling Method: HSA
Client:SCN Architects Total Depth: 10.0' Hammer Type:Automatic
Project:Waxhaw VFD Boring Location:See boring location plan Date Drilled:7/28/22
City/State:Waxhaw, NC Driller: F&R/S. Douglas
Description of Materials *Sample Sample N-Value
Elevation Depth Depth bl /ft Remarks
( ows )
(Classification) Blows (feet
589.9 - 0.1 A \ SURFICIAL SOIL: 1.5 inches [ 3-5-4 0.0 Groundwater was not
RESIDUUM:Stiff, red brown FAT CLAY(CL)with 1.5 9 encountered immediately
588.0 - 2.0 1 sand and trace organics, moist 2.0 upon completion of
j 5-5-6 drilling
Stiff, red brown and tan, lean CLAY(CL)with 3 5 11
trace organics, moist 7-8-7
5.0 15
584.0 6.0 — Stiff, red,orange,and black,sandy elastic SILT 6.5
(MH)with trace mica, moist 5-6-4
8.0 10
4-4-5 8.5
580.0 - 10.0 10.0 9
Boring terminated at 10 feet.
N
N
c-1
r
0
c9
C7
C7
O
O
z
0
0
0
x
x
C7
9.
O
z
0
O
"*Number of blows required for a 140 lb hammer dropping 30""to drive 2""O.D., 1.375"" I.D.sampler a total of 24 inches in four 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance

SINCE
fFroehIin & Robertson , Inc . BORING LOG
Boring: B-5 (1 of 1)
1881
Project No:63A-0081 Elevation:588± Drilling Method: HSA
Client:SCN Architects Total Depth: 10.0' Hammer Type:Automatic
Project:Waxhaw VFD Boring Location:See boring location plan Date Drilled:7/28/22
City/State:Waxhaw, NC Driller: F&R/S. Douglas
Description of Materials *Sample Sample N-Value
Elevation Depth Depth ue Remarks
(Classification) Blows (feet)
(blows )
587.8 - 0.2 / SURFICIAL SOIL:2 inches 4-5-4 0 Groundwater was not
— RESIDUUM:Stiff, red brown, FAT CLAY(CH) 1.5 9 encountered immediately
586.0 - 2.0 with sand, moist 2.0 upon completion of
6 5 6 drilling
Stiff, red brown and tan, lean CLAY(CL)with 3 5 11
trace mica, moist 4-5-4
5.0 9
582.0 6.0 — Firm,orange, brown, and tan, sandy elastic SILT 6.5
(MH)with trace organics and trace mica, moist 4-3-3
8.0 6
3-3-4 8.5
578.0 - 10.0 10.0 7
Boring terminated at 10 feet.
N
N
c-1
r
0
c9
C7
C7
9
z
0
o
m
0
x
x
C7
9
z
0
o
m
"*Number of blows required for a 140 lb hammer dropping 30""to drive 2""O.D., 1.375"" I.D.sampler a total of 24 inches in four 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance

SINCE
fFroehIin & Robertson , Inc . BORING LOG
Boring: B-6 (1 of 1)
1881
Project No:63A-0081 Elevation:585± Drilling Method: HSA
Client:SCN Architects Total Depth: 10.0' Hammer Type:Automatic
Project:Waxhaw VFD Boring Location:See boring location plan Date Drilled:7/28/22
City/State:Waxhaw, NC Driller: F&R/S. Douglas
Description of Materials *Sample Sample N-Value
Elevation Depth Depth bl /ft Remarks
( ows )
(Classification) Blows (feet
584.9 - 0.1 SURFICIAL SOIL: 1.5 inches [ 2-3-4 0.0 Groundwater was not
RESIDUUM: Firm to stiff, red brown, FAT CLAY 1.5 7 encountered immediately
(CH)with sand and trace organics, moist 4-6-6 2•0 upon completion of
drilling
581.5 - 3.5 12
Stiff, red brown and tan,sandy lean CLAY(CL), 6-5-7 3.5
moist 5.0 12
579.0 6.0 _ Firm to stiff,orange, brown, and black,sandy 6.5
elastic SILT(MH)with trace mica, moist 4-3-3
8.0 6
3-5-6 8.5
575.0 - 10.0 10.0 11
Boring terminated at 10 feet.
N
N
c-1
r
0
c9
C7
C7
O
O
z
0
0
0
x
x
C7
9.
O
z
0
O
"*Number of blows required for a 140 lb hammer dropping 30""to drive 2""O.D., 1.375"" I.D.sampler a total of 24 inches in four 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance

SINCE
fFroehIin & Robertson , Inc . BORING LOG
Boring: B-7 (1 of 1)
1881
Project No:63A-0081 Elevation:588± Drilling Method: HSA
Client:SCN Architects Total Depth:41.0' Hammer Type:Automatic
Project:Waxhaw VFD Boring Location:See boring location plan Date Drilled:7/28/22
City/State:Waxhaw, NC Driller: F&R/S. Douglas
Description of Materials *Sample Sample N-Value
Elevation Depth Depth bl /ft Remarks
(Classification) Blows (feet ( ows )
587.8 - 0.2 \ SURFICIAL SOIL:2 inches ` 3-3-4 0• Groundwater was not
RESIDUUM: Firm, red brown, FAT CLAY(CH) 1.5 7 encountered immediately
586.0 - 2.0 j 4-5-5 2•0 upon completion of
1 with sand, moist drilling
Stiff, red brown, lean CLAY(CL)with trace mica, 3 5 10
moist 6-5-5
5.0 10
582.0 -
-6.0 Firm to stiff,orange, brown, and black,sandy 6.5
elastic SILT(MH)with trace mica, moist 4-3-3
8.0 6
-
- 4-4-4 8.5
- 10.0 8
-- 4-5-5 13.5
15.0 10
571.0 - 17.0 -
- . Loose to medium dense, brown, black, and
• white,silty fine to medium SAND(SM)with trace 18.5
-:•: mica, moist 5-4-5
20.0 9
9-8-10 23.5
25.0 18
561.0 27.0 -
-.•: Dense to very dense, black, brown, and white,
N = •• silty fine SAND (SM)with little mica, moist 28.5
- 21-23-22
- 30.0 45
0 -
c
a -
•
o - 17-22-40 33.5
09 -
z
0 - 35.0 62
m -
o _
551.0 - 37.0
PARTIALLY WEATHERED ROCK:Sampled as very
a - dense,dark brown and gray,silty fine to coarse 38.5
- SAND(SM)with trace mica, moist 50/2 i
9 100+
0
547.0 - 41.0
0i Auger refusal at 41 feet.
"*Number of blows required for a 140 lb hammer dropping 30""to drive 2""O.D., 1.375"" I.D.sampler a total of 24 inches in four 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance

SINCE
fFroehIin & Robertson , Inc . BORING LOG
Boring: B-8 (1 of 1)
1881
Project No:63A-0081 Elevation:587± Drilling Method: HSA
Client:SCN Architects Total Depth: 25.0' Hammer Type:Automatic
Project:Waxhaw VFD Boring Location:See boring location plan Date Drilled:7/28/22
City/State:Waxhaw, NC Driller: F&R/S. Douglas
Description of Materials *Sample Sample N-Value
Elevation Depth Depth ue Remarks
(Classification) Blows (feet) (blows )
586.9 - 0.1 _ \ SURFICIAL SOIL: 1 inch [ 4-3-4 o.b Groundwater was not
RESIDUUM: Firm, red brown, FAT CLAY(CH) 1.5 7 encountered immediately
585.0 - 2.0 1 with sand and trace organics, moist 44 2.0 drion lling
ncompletion of
j g
583.5 - 3.5 ! Firm, red brown and tan, lean CLAY(CL), moist � 3.5 8
- Stiff, brown and orange,sandy elastic SILT(MH) 5-4-5
— with trace mica, moist 5.0 9
5-5-4 6.5
579.0 - 8.0 . 8.0 9
.
Th.
Medium dense, brown, black, and white,silty 5-6-5 8.5
• fine to medium SAND(SM), moist 11
10.0
•
- •
6-7-8 13.5
15.0 15
8-9-8 18.5
20.0 17
565.0 22.0 - —Medium dense, brown and black,silty fine SAND
• (SM)with trace mica, moist 23.5
7-9-9
562.0 - 25.0 25.0 18
Boring terminated at 25 feet.
N
N
c-1
r
0
c9
C7
C7
9
O
z
0
0
x
x
C7
9
O
z
O
"*Number of blows required for a 140 lb hammer dropping 30""to drive 2""O.D., 1.375"" I.D.sampler a total of 24 inches in four 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance

SINCE
fFroehIin & Robertson , Inc . BORING LOG
Boring: B-9 (1 of 1)
1881
Project No:63A-0081 Elevation:588± Drilling Method: HSA
Client:SCN Architects Total Depth: 25.0' Hammer Type:Automatic
Project:Waxhaw VFD Boring Location:See boring location plan Date Drilled:7/28/22
City/State:Waxhaw, NC Driller: F&R/S. Douglas
Description of Materials *Sample Sample N-Value
Elevation Depth Depth bl /ft Remarks
(Classification) Blows (feet ( ows )
587.8 - 0.3 SURFICIAL SOIL:3 inches ` 3-5-5 0• Groundwater was not
RESIDUUM:Stiff, red brown, FAT CLAY(CH) 1.5 10 encountered immediately
586.0 - 2.0 Iwith sand and trace organics, moist 5-4-5 2.0 upon completion of
drilling
584.5 3.5 Stiff,orange and brown, lean CLAY(CL), moist 3.5 9
Firm,orange, brown, and white, sandy lean CLAY 4-4-3
(CL)with trace mica, moist 5.0 7
4-3-4 6.5 7
580.0 - 8.0 8.0
— Firm, brown,orange, and black,sandy SILT(ML) 4-4-4
8.5
- with trace mica, moist 8
— 10.0
576.0 - 12.0 T -
- . Loose to medium dense, brown,white,and
orange,silty fine to medium SAND(SM)with 13.5
trace mica, moist 4-5-5
15.0 10
5-4-7 18.5
20.0 11
4-6-7 23.5
563.0 - 25.0 25.0 13
Boring terminated at 25 feet.
N
N
c-1
r
0
c9
C7
C7
9
z
0
o
m
0
x
x
C7
9
z
0
o
m
"*Number of blows required for a 140 lb hammer dropping 30""to drive 2""O.D., 1.375"" I.D.sampler a total of 24 inches in four 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance

SINCE
fFroehIin & Robertson , Inc . BORING LOG
Boring: B 10 (1 of 1)
1881
Project No:63A-0081 Elevation:589± Drilling Method: HSA
Client:SCN Architects Total Depth: 25.0' Hammer Type:Automatic
Project:Waxhaw VFD Boring Location:See boring location plan Date Drilled:7/27/22
City/State:Waxhaw, NC Driller: F&R/S. Douglas
Description of Materials *Sample Sample N-Value
Elevation Depth Depth ue Remarks
(Classification) Blows (feet) (blows )
588.9 - 0.1 A \ SURFICIAL SOIL: 1.5 inches [ 3-6-5 0.0 Groundwater was not
RESIDUUM:Stiff, red brown, FAT CLAY(CH) 1.5 11 encountered immediately
587.0 - 2.0 Iwith sand and trace organics, moist 45 2.0 drion lling
ncompletion of
j g
Stiff, red brown and tan,sandy lean CLAY(CL) 3.5 9
with trace quartz fragments, moist 5-5-5
5.0 10
583.0 - 6.0 -
Stiff to firm, red and orange,sandy lean CLAY 4-5-7
6.5
(CL)with trace mica, moist 12
8.0
4-4-3 8.5
10.0 7
577.0 - 12.0 -
- Firm, brown,orange, and black,sandy SILT(ML)
with trace mica, moist 13.5
3-2-3
15.0 5
3-3-4 18.5
20.0 7
567.0 22.0—�-Medium dense,orange,white,and brown,silty
• fine to medium SAND(SM)with trace mica, 23.5
moist 4-5-6
564.0 - 25.0 25.0 11
Boring terminated at 25 feet.
N
N
c-1
r
0
c9
C7
C7
9
O
z
0
0
0
x
x
C7
9
O
z
0
O
"*Number of blows required for a 140 lb hammer dropping 30""to drive 2""O.D., 1.375"" I.D.sampler a total of 24 inches in four 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance

SINCE
fFroehIin & Robertson , Inc . BORING LOG
Boring: B 11 (1 of 1)
1881
Project No:63A-0081 Elevation:590± Drilling Method: HSA
Client:SCN Architects Total Depth: 25.0' Hammer Type:Automatic
Project:Waxhaw VFD Boring Location:See boring location plan Date Drilled:7/28/22
City/State:Waxhaw, NC Driller: F&R/S. Douglas
Description of Materials *Sample Sample N-Value
Elevation Depth Depth bl /ft Remarks
( ows )
(Classification) Blows (feet
589.8 - 0.2 -, SURFICIAL SOIL:2 inches ` 2-2-3 0.0 Groundwater was not
RESIDUUM: Firm, red brown, FAT CLAY(CH) 1.5 5 encountered immediately
588.0 - 2.0 I with sand and trace organics, moist j 4-5-5 2.0 upon completion of
drilling
Stiff to firm, red and orange,sandy lean CLAY 3 5 10
(CL)with trace mica, moist 5-4-4
5.0 8
584.0 6.0 — Firm,orange, red,and black,sandy elastic SILT 6.5
(MH)with little mica and trace organics, moist 3-3-3
8.0 6
3-4-3 8.5
10.0 7
578.0 - 12.0 -
- . Loose and medium dense, brown,white,and
black,silty fine SAND(SM)with trace mica, moist 13.5
4-5-4
15.0 9
5-5-6 18.5
20.0 11
5-4-5 23.5
565.0 - 25.0 25.0 9
Boring terminated at 25 feet.
N
N
c-1
r
0
c9
C7
C7
9
z
0
o
m
0
x
x
C7
9
z
0
o
m
"*Number of blows required for a 140 lb hammer dropping 30""to drive 2""O.D., 1.375"" I.D.sampler a total of 24 inches in four 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance

r&R
APPENDIX III
Materials Test Report
Compaction Test Report
Bearing Ratio Test Report

Froehling&Robertson,Inc.
r8,RCharlotte Office
International Airport Drive,Suite 600 Material Test Report
Charlotte, NC 28208
Phone:[phone] www.FandR.com
Client: Waxhaw Volunteer Fire Department CC: Report No: ASM:6322-02546
3500 Waxhaw Parkway Issue No: 1
Waxhaw, NC 28173
Project: 63A0081
Waxhaw Volunteer Fire Department
Waxhaw Creek Drive Reviewed By: Warren Carver J
Waxhaw, NC 28173 Review Date: 8/15/2022
Material Details
Source Sampled From
Sample Details
Sample ID 6322-02546-SO1 6322-02546-S02
Field Sample ID
Date Sampled 8/5/2022 8/5/2022
Boring No B-4 S4 B-6 S1
Depth 6.5-8' 0-1.5'
Other Test Results
Description Method Results I Limits
Passing No.200(75 pm)(%) ASTM D1140 59 80
Procedure A A
Soaking Period(min) 120 120
Initial Dry Mass(g) 73.30 102.5
Water Content Determined No No
Tested By Usery David B Usery David B
Water Content(%) ASTM D2216 27.4 26.7
Date Tested 8/5/2022 8/5/2022
Tested By Usery David B Usery David B
Group Code ASTM D2487 MH CH
Group Name Sandy elastic silt Fat clay with sand
Sand(%) 41 20
Fines(%) 59 80
Tested By ASTM D2487 Usery David B Usery David B
Liquid Limit ASTM D4318 61 73
Plastic Limit 36 24
Plasticity Index 25 49
Tested By Usery David B Usery David B
Date Tested 8/5/2022 8/5/2022
Comments Legend
The results provided herein relate only to the items inspected and/or tested.This report shall not be reproduced,except in full,without the prior written approval of F&R.
Form No:18980,Report No:ASM:6322-02546 ©2000-2022 QESTLab by SpectraQEST.com Page 1 of 1

COMPACTION TEST REPORT
84.8
\ -
84.3 •
n47%. 840pQ,(
83.8
a
ez,,, - —0..
....N\ \\\\ ,
N
c
m
L'
83.3 1 i 1 \ .
L \
82.8 _ •
ZAV for
. \
Sp.G. =
82.3 , A I 2.70
31.5 33 34.5 36 37.5 39 40.5
Water content, %
Test specification: ASTM D 698-12 Method A Standard
Elev/ Classification Nat. %> %<
Depth USCS AASHTO Moist. Sp.G. LL PI #4 No.200
MH 32.1 71 29 0 78.2
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry density= 84.0 pcf Red-Brown Elastic Silt with Sand
Optimum moisture=34.7 %
Project No. 7597.L0034 Client: Froehling&Robertson Remarks:
Project: Waxhaw VFD
o Location: B-3 @ 2'-8'
Summit Engineering
Ft. Mill, South Carolina Figure
Tested By: JC Checked By: MH

BEARING RATIO TEST REPORT
ASTM D1883-16
100
CBR at 95%Max. Density=2.7%
for 0.20 in. Penetration
3.6
3.2 150 blows
80 •
e_
re 2.8
CO
V
a2 4 40 blowsI
d 60
c
.W 27
9 80 81 82 83 84
y
re Molded Density(pcf)
c
0
w
0
d 40 --
c
0
a
20
0
0 0 1 0.2 0.3 0.4 05
Penetration Depth(in.)
Molded Soaked CBR CA) Linearity Max.
Density Percent of Moisture Density Percent of Moisture Correction Surlbs.�e Swell
(pcf) Max.Dens. (%) (pcf) Max.Dens. (%) 0.10 in. 0.20 in. (in) ( ) I%)
1 • 79.3 94.4 35.0 77.2 92 41.8 2.6 2.6 0.000 10 2.6
2 ♦ 82.9 98.7 35.0 80.9 96.4 41.8 3.2 3.2 0.000 10 2.5
3 ■
Material Description Max. ' Optimum
USCS Dens. Moisture LL PI
(pcf) (%) _
Red-Brown Elastic Silt with Sand MH 84.0 34.7 71 29
Project No: 7597.L0034 Test Remarks:
Project: Waxhaw VFD
Location: B-3 @ 2'-8'
Date:
BEARING RATIO TEST REPORT
Summit Engineering Figure
Tested By: FG/JC _ Checked By: MH

BEARING RATIO TESTING RESULTS
(ASTM D1883-16)
Date:
Project No.: 7597.L0034
Project: Waxhaw VFD
Location: B-3 @ 2'-8'
Material Description: Red-Brown Elastic Silt with Sand
USCS Classification: MH
Liquid Limit: 71 Plasticity Index: 29
Test Description:
Maximum Dry Density,pcf: 84.0 Optimum Moisture Content,%: 34.7
Testing Remarks:
Sample 1 (40 Blows;Surcharge:10 lbs.)
Water Content
Wt.Wet Soil+Tare,gms. 493.9 Wt.Soil+Tare,gms. 365.9 Wt.Tare,gms. 0.00 Moisture,%35.0
Unit Weight
Wt.Mold+Soil,lbs. 23.62 Wt.Mold,lbs. 15.59 Ht.Soil,in. 4.587 Density,pcf 79.3
Swell Data Final Water Content
Elapsed Dial Reading Swell Wt.Wet
Time,hrs. in.x 1,000 % Soil+Tare,gms. Dry Soil+Tare - 1 an,_ rno.;ture,''_
0 352 0.0 1) 1171.6 826.3 0.00 41.8
96 472 2.6
too /
Penetration Test Data
/
Pen. Stress CBR /
in. Dial Reading s
P 80 .
71 0.0 0 0.0 a /
0.025 26.6 8.9
u /
0.05 48.3 16.1 m 60 /
0.075 65.2 21.7 N / --o ---
0.1 78.7 26.2 _.i, ee // - -
0.125 89.8 29.9 c 40 /
0.15 99.2 33.1 m _s--"��
0.175 107.8 35.9 c // s s
0.2 115.6 38.5 2.6 w f
0.3 141.3 47.1 a 20 Dashed line is
0.4 163.5 54.5 0/ curve linearity
0.5 183.7 61.2 o j correction
0 i11 a 0.3 04 0.5
Penetration Depth(in.)
Summit Engineering

(50 Blows;Surcharge:10 lbs.'
Water Content
Wt.Wet Soil+Tare,gms. 500.0 Wt.Soil+Tare,gms. 370.4 Wt.Tare,gms. 0.00 Moisture,%35.0
Unit Weight
Wt.Mold+Soil,lbs. 23.86 Wt.Mold,lbs. 15.48 Ht.Soil,in. 4.574 Density,pcf 82.9
Swell Data Final Water Content
Elapsed Dial Reading Swell Wt.Wet
Time,hrs. in.x 1,000 % Sod+Tare,gms. Dry Soil+Tare Tare Moisture,
0 607 0 0 1) 863.3 609.0 0 00 41.8
96 720 2 5
no
Penetration Test Data /
Pen. Stress CBR /
in. Dial Reading psi % /
- . BO.- - /.
0.0 0 0.0 a /
0.025 28.6 9.5 a) /
0.05 55.6 18.5 r /
60
0.075 78.4 26.1 N /
0.1 96.9 32.3 3 2 G /
0.125 111.6 37.2 4 40 /
f
0.15 124.2 41.4 7m
/
0.175 135.7 45.2 w
0.2 145.6 48.5 3.2 aa) //
0.3 179.0 59.7 a 20 0 Dashed line is
0.4 205.7 68.6 / curve linearity
0.5 229.0 76.3 correction
0 01 0.2 oa R: 05
Penetration Depth(in.)
Summit Engineering

r&R
APPENDIX IV
Seasonal High Water Table Determination

SEASONAL HIGH WATER TABLE DETERMINATION
Waxhaw Volunteer Fire Department
Waxhaw, Union County,North Carolina
Three Oaks Job #22-7003
Prepared For:
Froehling & Robertson, Inc.
3300 International Airport Road, Suite 600
Charlotte,NC 28208
Prepared By:
._
5\ %\NEER4 ,.
44 /N��
3*-
W` RI
7 c
#, cc
324 Blackwell Street, Suite 1200
Durham,NC 27701
[phone]
August 15, 2021
� 0o sac seF
JG „tat.G. k% 4
ray
Michael G. Woo

INTRODUCTION
Froehling&Robertson, Inc. (F&R) is investigating the feasibility of stormwater control measures
(SCM)within the Waxhaw Volunteer Fire Department(VFD)property located on Waxhaw Creek
Road in Waxhaw,NC. The SCMs are being considered to collect and treat runoff from impervious
surfaces. As part of the investigative process, a soils investigation detailing soil type and depth to the
seasonal high water table (SHWT) is required. Three Oaks Engineering(Three Oaks)has been
retained to perform the soils investigation.
INVESTIGATION METHODOLOGY
The Web Soil Survey was referenced prior to the field investigation to get an overview of the
possible soil series located at the SCM location. The Cecil, Wynott, and Mecklenburg soil series are
mapped within the vicinity of the proposed SCM locations (Figure 1). Information for these series is
listed in Table 1.
Table 1. Map Unit Symbol, Soil Series and Taxonomic Classification
Map Unit Symbol Soil Series Taxonomic Class
CeB2 Cecil Fine, kaolinitic, thermic Typic Kanhapludults
WyC Wynott Fine, mixed, active,thermic Typic Hapludalfs
MeB2 Mecklenburg Fine, mixed, active,thermic Typic Hapludalfs
The field investigation was performed on August 10, 2022,by Michael G. Wood, LSS utilizing a
hand-turned auger. The boring locations were navigated to via GPS technology, each with a target
depth of 10-feet or the SHWT. Observations of the landscape (slope, drainage patterns, etc.)as well
as soil properties (depth,texture, structure, color, seasonal wetness,restrictive horizons, etc.)were
recorded. Soil profiles were described per the USDA-NRCS,Field Book for Describing and
Sampling Soils, version 3.0. Soil color was determined with a Munsell Soil Color Chart.
RESULTS
A soil series determination was made by comparing the soil boring profile description to the NRCS
Official Series Description(OSD) and the results listed in Table 2.
No SHWT was observed within 120-inches below the ground surface at either boring SHWT-1 nor
SHWT-2. Both borings were best representative of the Cecil soil series. The NRCS OSD for the
Cecil,Wynott, and Mecklenburg soil series are appended.
Table 2. Soil Series Determination and SHWT Depth
Soil Boring Soil Series Determination
SHWT
(in. below surface)
SHWT-1 Cecil >120
SHWT-2 Cecil >120
Waxhaw VFD August 15, 2021
Three Oaks Job#22-7003 1

CONCLUSIONS
The findings presented herein represent Three Oaks' professional opinion based on our soil
investigation. A SHWT was not detected within 120-inches of the ground surface at either boring.
Due to the inherent variability of soils to change over short distances,the soil profile description
presented in this report may not be representative of the entire soil system of the SCM footprint. This
report is provided to assist in the application for the SCMs by providing the soil information. The
permitting agency must issue the final permit. Any concurrence with the findings in this report would
be made at that time.
Waxhaw VFD August 15, 2021
Three Oaks Job#22-7003 2

N
.. .4',..t•A A
• % . 1.4itrii, #.'in It. '.t1.,' 4,
i /• •` r`aE t . ^.
I ' --.,,< ,,.. At
I - IA .titi . : , ;k,,
•
! , v 4WyC +�'+-'• ! ' jj -,
•
y�K I I ' A ' • ' • ` r.
MeB2 1.
' . r
•
CeB2
,
to*
ellEng
oilik
; k .4„ fir,
N
•
•
Jry, 1
Soil Borings
USDA-NRCS Soils x' '
''i
CI ' 1
CeB2-Cecil gravelly sandy clay loam,2-8%slopes,moderately eroded i
1
MeB2-Mecklenburg sandy clay loam,2-8%slopes,moderately eroded
r
LWyC-Wynott gravelly loam,8-15%slopesAlla !
1%EERjNer Date: August 2022 Figure
,y, °.°° SHWT Determination Scale:0 30 60 Feet
Waxhaw VFD JobNo.:
Ir.y 144 ,„ram 22-7003
n
✓4//�/ (SI� Drawn By: Checked By:
33N� Union County, North Carolina ETM MGW

SOIL EVALUATION FORM
Three Oaks Engineering Job: 22--4°D 3
324 Blackwell Street,Suite 1200 1. rAx iebq Ki yid b County: U h1 t Ofj
Durham, NC 27701 vV I Date: 6' 10 - 2 1
919.732.1300 Sheet: 1 of
lb ° Structure/ Consistence/ Matrix Mottle Colors
ir at
o s s o Texture Mineralogy Color (Quantity,Size,Contrast,Color)
A '9 13 5gr/
bti ;3-.t_ f)e1c iG _ 4,,
5c 1 gS 56e (- -I- mix%. AI A 't I i
95 e7 + fi„ 1 fe 1 .:t I0 1, , ;"
(` Mii yy lr
V /�/ 1—
, y - fr. 3 /4 _ra . .
•
d Y- ,""T-),.: ', �y
.'1,4 .M if �, _."4.
titer +! - -�. 1'�) 'f- � ,.� 7C.
j a�3s �f
t l
• te +' ,, �' y r I
(
A 0- 5- cii2.7:,, I ,
1-f% "-)3 s6ii ' / - r . ,
L ' J
l 1?-fib Cj; �' r r � c s y 1 ,.r,
$e 4D 77 s-6KI:iC T / ii L.ct• U )P lilt, I G!
rlt _- ryry, �Q
l> t' d'U' r ld � t_ f. v ✓`4, M i N 11srpl )r ,i(.,:'Ai i c
a. ' 67-ual, -`6 e iS, C `( , Z etc — ' ,..-.,- ,-,- .-, ---. .- .....,-, ,a .7 ._... yr .74.—
` a ! `Faits
� c
rk- a ram -'kk- ri< lrq
Q. 1
t
,r ' , L '' "3yi
i ` t '•
a ,
t
Evaluated by: 1► ) IN10 i ' • ' •a _ •
r., A, . ^: - '3 A 4 ‘�?

LOCATION CECIL NC+AL GA SC VA
Established Series
Rev. DTA, RHB
02/2007
CECIL SERIES
The Cecil series consists of very deep, well drained moderately permeable soils on ridges and side slopes of the
Piedmont uplands. They are deep to saprolite and very deep to bedrock. They formed in residuum weathered
from felsic, igneous and high-grade metamorphic rocks of the Piedmont uplands. Slopes range from 0 to 25
percent. Mean annual precipitation is 48 inches and mean annual temperature is 59 degrees F. near the type
location.
TAXONOMIC CLASS: Fine, kaolinitic, thermic Typic Kanhapludults
TYPICAL PEDON: Cecil sandy loam--forested. (Colors are for moist soil unless otherwise stated.)
Ap--0 to 8 inches; dark yellowish brown(10YR 4/4) sandy loam; weak medium granular structure; very friable;
slightly acid; abrupt smooth boundary. (2 to 8 inches thick)
Bt1--8 to 26 inches; red(10R 4/8) clay; moderate medium subangular blocky structure; firm; sticky,plastic;
common clay films on faces of peds; few fine flakes of mica; strongly acid; gradual wavy boundary.
Bt2--26 to 42 inches; red(10R 4/8) clay; few fine prominent yellowish red(5YR 5/8)mottles; moderate medium
subangular blocky structure; firm; sticky, plastic; common clay films on faces of peds; few fine flakes of mica;
very strongly acid; gradual wavy boundary. (Combined thickness of the Bt horizon is 24 to 50 inches)
BC--42 to 50 inches; red(2.5YR 4/8) clay loam; few distinct yellowish red(5YR 5/8)mottles; weak medium
subangular blocky structure; friable; few fine flakes of mica; very strongly acid; gradual wavy boundary. (0 to
10 inches thick)
C--50 to 80 inches; red(2.5YR 4/8) loam saprolite; common medium distinct pale yellow (2.5Y 7/4) and
common distinct brown (7.5YR 5/4) mottles; massive; very friable; few fine flakes of mica; very strongly acid.
TYPE LOCATION: Franklin County,North Carolina; about 9.7 miles west of Louisburg on North Carolina
Highway 56 to Franklinton, about 4.4 miles south on U.S. Highway 1, about 0.4 mile east on North Carolina
Highway 96, about 500 feet north of the road, in a field; Franklinton USGS topographic quadrangle; lat. 36
degrees 02 minutes 24 seconds N. and long. 78 degrees 29 minutes 27 seconds W.
RANGE IN CHARACTERISTICS: The Bt horizon is at least 24 to 50 inches thick and extends to 40 inches
or more. Depth to bedrock ranges from 6 to 10 feet or more. The soil ranges from very strongly acid to
moderately acid in the A horizons and is strongly acid or very strongly acid in the B and C horizons. Limed soils
are typically moderately acid or slightly acid in the upper part. Content of coarse fragments range from 0 to 35
percent by volume in the A horizon and 0 to 10 percent by volume in the Bt horizon. Fragments are dominantly
gravel or cobble in size. Most pedons have few to common flakes of mica in the Bt horizon and few to many
flakes of mica in the BC and C horizons.
The A or Ap horizon has hue of 2.5YR to 10YR, value of 3 to 5, and chroma of 2 to 8. A horizons with value of
3 are less than 6 inches thick. The texture is sandy loam, fine sandy loam, or loam in the fine earth fraction.
Eroded phases are sandy clay loam, or clay loam in the fine earth fraction.

The E horizon, where present, has hue of 7.5YR or 10YR, value of 4 to 6, and chroma of 3 to 8. It is sandy loam,
fine sandy loam, or loam in the fine-earth fraction.
The BA or BE horizon, where present, has hue of 2.5YR to 10YR,value of 4 to 6, and chroma of 3 to 8. It is
sandy clay loam, loam, or clay loam.
The Bt horizon averages 35 to 60 percent clay in the control section but may range to 70 percent in some
subhorizons. It has hue of 10R or 2.5YR, value of 4 or 5, and chroma of 6 or 8. Hue also ranges to 5YR if
evident patterns of mottling are lacking in the Bt and BC horizons. Mottles that are few and random are
included. The Bt horizon is clay loam, clay, or sandy clay and contains less than 30 percent silt.
The BC horizon has hue of 10R to 5YR,value of 4 or 6, and chroma of 4 to 8. Mottles in shades of yellow or
brown are few to common in some pedons. The texture is sandy clay loam, clay loam, or loam.
The C horizon is similar in color to the BC horizon or it is variegated. It is loamy saprolite weathered from
felsic, igneous and high-grade metamorphic rocks.
COMPETING SERIES: These are the Appling, Bethlehem, Georgeville, Herndon, Madison,Nanford,Nankin,
Pacolet, Saw, Tarrus, and Wedowee series in the same family. Those in closely related families are the Cataula,
Chestatee, Cullen, Hulett, Lloyd, Mayodan, and Mecklenburg series. Appling soils have dominant hue of 7.5YR
or yellower or where hue is 5YR it has evident patterns of mottling in a subhorizon of the Bt or BC horizon.
Bethlehem soils have soft bedrock at depths of 20 to 40 inches. Cataula soils have a perched water table at 2 to 4
feet, Chestatee soils contain more than 15 percent, by volume, coarse fragments throughout. Cullen soils have
more clay in the Bt horizon. Mayodan and Mecklenburg soils have mixed mineralogy and in addition, Mayodan
soils formed in Triassic age sediments and Mecklenburg soils formed from basic diabase parent material.
Georgeville, Herndon,Nanford, and Tarrus soils formed in Carolina slate and contain more than 30 percent silt.
Hulett,Nankin, and Wedowee soils have a Bt horizon with hue of 5YR or yellower. In addition,Nankin soils
formed from marine sediments. Lloyd soils have rhodic colors to depths of 40 inches or more. Madison, Pacolet,
and Wedowee soils have thinner argillic horizons. Saw soils have hard bedrock at depths of 20 to 40 inches.
GEOGRAPHIC SETTING: Cecil soils are on nearly level to steep Piedmont uplands. Slope gradients are 0 to
25 percent, most commonly between 2 and 15 percent. These soils have developed in weathered felsic igneous
and high-grade metamorphic rocks. Average annual precipitation is about 48 inches. Mean annual soil
temperature is about 59 degrees F.
GEOGRAPHICALLY ASSOCIATED SOILS: In addition to the competing Appling, Bethlehem, Cataula,
Chestatee, Cullen, Lloyd,Madison, Mecklenburg, Pacolet, Saw, and Wedowee series these are the Durham,
Louisburg, Rion, and Worsham series. Durham, Louisburg, and Rion soils have less clay in the Bt horizon.
Worsham soils are poorly drained and are around the heads of drains.
DRAINAGE AND PERMEABILITY: Well drained; medium to rapid runoff; moderate permeability.
USE AND VEGETATION: About half of the total acreage is in cultivation, with the
remainder in pasture and forest. Common crops are small grains, corn, cotton, and tobacco.
DISTRIBUTION AND EXTENT: The Piedmont of Alabama, Georgia,North Carolina,
South Carolina, and Virginia. The series is of large extent, with an area of more than 10 million acres.
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Raleigh,North Carolina
SERIES ESTABLISHED: Cecil County, Maryland; 1899.
REMARKS: The June 1988 revision changed the classification to Typic Kanhapludults and recognized the low
activity clay properties of this soil as defined in the Low Activity Clay Amendment to Soil Taxonomy, August

1986. The December 2005 revision changed the type location from Catawba County, North Carolina to a more
representative location. The May 2006 revision changed language in competing series for Wedowee.
Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon--the zone from the surface of the soil to a depth of 8 inches (Ap horizon)
Kandic horizon--the zone between 8 and 42 inches meets the low activity clay
requirement in more than 50 percent of the horizon (Btl and Bt2 horizons)
Argillic horizon--the zone between 8 and 42 inches (Btl and Bt2 horizons)
ADDITIONAL DATA: McCracken, R. J., editor: Southern Cooperative Series Bulletin 61, issued January,
1959, Virginia Agricultural Experiment Station, Blacksburg, Virginia. Soil Survey of Catawba County, North
Carolina, issued 1975. Soil Survey of Forsyth County, North Carolina, issued 1976.
MLRA--136
REVISED--09/1997, RLV; 12/2005, DTA; 05/2006, RHB
TABULAR SERIES DATA:
S0I-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
NC0018 CECIL 0-25 57-65 175-200 45-55 200-900
NCO268 CECIL 0-25 57-65 160-190 44-55 300-800
50I-5 FloodL FloodH Watertable Kind Months Bedrock Hardness
NC0018 NONE >6.0 - - >60
NCO268 NONE >6.0 - - >60
SOI-5 Depth Texture 3-Inch No-10 Clay% -CEC-
NC0018 0-8 SL FSL L 0-5 80-100 5-20 1-5
NC0018 0-8 GR-SL GR-L GR-FSL 5-15 55-85 5-20 1-5
NC0018 0-8 SCL CL 0-5 75-100 20-35 5-10
NC0018 8-50 C CL 0-5 92-100 35-70 3-12
NC0018 50-80 VAR - - - -
NCO268 0-8 GR-SCL GR-CL 0-10 60-85 20-35 5-10
NCO268 8-50 C CL 0-5 90-100 35-70 3-12
NCO268 50-80 VAR - - - -
50I-5 Depth -pH- O.M. Salin Permeab Shnk-Swll
NC0018 0-8 4.5-6.5 0.5-1.0 0-0 2.0-6.0 LOW
NC0018 0-8 4.5-6.5 0.5-1.0 0-0 2.0-6.0 LOW
NC0018 0-8 4.5-6.5 0.5-1.0 0-0 0.6-2.0 LOW
NC0018 8-50 4.5-5.5 0.0-0.5 0-0 0.6-2.0 LOW
NC0018 50-80 - - - - -
NCO268 0-8 4.5-6.0 0.5-1.0 0-0 0.6-2.0 LOW
NCO268 8-50 4.5-5.5 0.0-0.5 0-0 0.6-2.0 LOW
NCO268 50-80 - - - - -
National Cooperative Soil Survey
U.S.A.

LOCATION WYNOTT NC+GA+SC+VA
Established Series
Rev.PWW:DTA
12/2019
WYNOTT SERIES
The Wynott series consists of moderately deep,well drained soils with slow permeability. They formed in residuum from gabbro,
diorite,and other dark colored mafic rocks. These soils are on uplands in the Piedmont. Slope ranges from 2 to 45 percent.Mean
annual precipitation is about 47 inches and mean annual temperature is about 60 degrees F.near the type location.
TAXONOMIC CLASS: Fine,mixed,active,thermic Typic Hapludalfs
TYPICAL PEDON: Wynott sandy loam--on a 4 percent slope in a mixed hardwood forest. (Colors are for moist soil unless
otherwise stated.)
A--0 to 4 inches;brown(10YR 4/3)sandy loam;weak fine granular structure;very friable;many large roots;very strongly acid;
clear smooth boundary. (0 to 8 inches thick)
E--4 to 7 inches;light olive brown(2.5Y 5/4)sandy loam;weak fine granular structure;very friable;many large and medium
roots;very strongly acid;clear smooth boundary. (0 to 8 inches thick)
EB--7 to 14 inches;light olive brown(2.5Y 5/6)loam;few fine distinct light yellowish brown(10YR 6/4)mottles;weak fine
subangular blocky structure; friable; common medium roots; strongly acid; clear smooth boundary. (0 to 8 inches thick)
Bt--14 to 24 inches;yellowish brown(10YR 5/8)clay; strong medium subangular blocky structure;very firm,sticky,plastic; few
fine and medium roots; common fine prominent yellow(2.5Y 7/8)minerals; common prominent clay films on faces of peds;
common distinct black(10YR 2/1) stains along root channels; strongly acid;gradual wavy boundary. (8 to 20 inches thick)
BC--24 to 28 inches;dark yellowish brown(10YR 4/6)sandy clay loam with seams of clay;weak medium subangular blocky
structure;firm, slightly sticky,slightly plastic; few faint clay films on faces of peds; strongly acid;abrupt smooth boundary. (0 to
10 inches thick)
Cr--28 to 60 inches;multicolored yellow(2.5Y 7/8),black(10YR 2/1),brown(10YR 5/3),and white(10YR 8/1)weathered
diabase;can be dug with difficulty with a spade.
TYPE LOCATION: Randolph County,North Carolina;about 1.8 miles southwest of Hillsville on Secondary Road 1408,about
2.0 miles west and northwest on Secondary Road 1547,about 0.4 mile east on Secondary Road 1545, and 75 feet north of
Secondary Road 1545,in woods; Glenola,North Carolina USGS topographic quadrangle; lat. 35 degrees 50 minutes 15 seconds
N. and long. 79 degrees 58 minutes 37 seconds W.
RANGE IN CHARACTERISTICS: Solum thickness ranges from 20 to 40 inches. Depth to paralithic contact with soft,
weathered bedrock(Cr)ranges from 20 to 40 inches.Depth to a lithic contact with hard,unweathered bedrock(R)ranges from 40
to more than 60 inches. Rock fragments(mostly diabase), iron and manganese concretions,and quartz pebbles,are less than 35
percent in the A horizon and less than 40 percent in individual subhorizons of the B and in the C horizon. Some areas have
numerous stones or boulders on the surface. Reaction ranges from very strongly acid to slightly acid except where surface layers
have been limed.
The A or Ap horizon has hue of 7.5YR to 2.5Y,value of 3 to 6,and chroma of 2 to 8. It is loam,fine sandy loam, sandy loam,or
silt loam.Where eroded,it is sandy clay loam, clay loam,in the fine-earth fraction.
The E horizon,where present,has hue of 7.5YR to 2.5Y,value of 4 to 6,and chroma of 3 to 6. It is loam, sandy loam,fine sandy
loam,or silt loam,in the fine earth fraction.
The EB or BE horizon,where present,has hue of 7.5YR to 2.5Y,value of 4 to 6,and chroma of 3 to 6.It is loam, silt loam, sandy
loam, sandy clay loam,clay loam,or silty clay loam,in the fine-earth fraction.

The Bt horizon has hue of 7.5YR to 2.5Y,value of 4 to 6,and chroma of 4 to 8.In some pedons it has mottles in shades of yellow
or brown.Texture is clay loam,silty clay, sandy clay,or clay,in the fine-earth fraction.
The BC horizon,where present,has hue of 7.5YR to 2.5Y,value of 4 to 6,and chroma of 4 to 8,or it is mottled or multicolored in
shades of brown,yellow,black,or white. Texture is sandy clay,sandy clay loam, clay loam,or loam,in the fine-earth fraction.
The C horizon,where present,is mottled or multicolored in shades of brown,yellow,black,or white. It is variable in texture but
commonly is sandy loam,loam,or silt loam,in the fine-earth fraction.
The Cr horizon is multicolored,weathered mafic rock that is partially consolidated but can be dug with difficulty with a spade.
The R horizon,where present,is unweathered,hard mafic rock.
COMPETING SERIES: These are the Archer,Bradyville,Conasauga,Gladdice,Mimosa,Talbott,and Winnsboro series.
Archer soils formed in marine sediments overlying soft limestone and have a lithologic discontinuity between 30 and 55 inches.
Bradyville soils formed in residuum of limestone and have red or
yellowish red Bt horizons. Conasauga soils formed in residuum of shale and limestone, contain shale fragments in the lower
solum,and are moderately well drained.Winnsboro soils have weathered bedrock between 40 and 60 inches. Gladdice soils
formed in residuum weathered from limestone and have hard bedrock at less than 40 inches. Mimosa soils formed in residuum
from phosphatic limestone and are higher in content of phosphorous. Talbott soils formed in residuum from limestone and have
hard bedrock at less than 40 inches.
GEOGRAPHIC SETTING:Wynott soils are on gently sloping to steep uplands in the Piedmont. Slopes range from 2 to 45
percent. These soils formed in residuum weathered from gabbro, diorite,diabase,and similar dark colored mafic rocks. The
average annual rainfall ranges from 38 to 52 inches,and the mean
annual air temperature ranges from about 57 to 65 degrees F.
GEOGRAPHICALLY ASSOCIATED SOILS: These are the competing Enott and Winnsboro series in the same family and the
Brewback, Crawfordville, Cullen,Enon,Frogsboro,Iredell,Mecklenburg,Pittsboro,Poindexter, Sedgefield,Virgilina,and
Wilkes series.All of these series except Iredell and Sedgefield occur on similar landscapes.Frogsboro,Iredell, and Sedgefield
soils occur in depressions,around heads of drains,and in lower landscape positions. Brewback soils have iron depletions in the
upper Bt horizon. Cullen,Enon,Iredell,Mecklenburg,and Sedgefield soils do not have weathered bedrock within 60 inches.
Cullen and Mecklenburg soils have red Bt horizons.Poindexter soils are fine-loamy.Pittsboro soils have redoximorphic features
including iron depletions between 30 and 40 inches. Sedgefield soils have redoximorphic features including iron depletions within
10 inches of the top of the Bt horizon.Virgilina soils have hard bedrock between 20 and 40 inches and have smectitic mineralogy.
Wilkes soils have weathered bedrock between 10 and 20 inches.
DRAINAGE AND PERMEABILITY: Well drained;medium to very rapid runoff; and slow permeability.
USE AND VEGETATION: About one-fourth of this soil is cleared and used for corn,soybeans,small grain,and pasture.
Forested areas are mainly southern red oak,white oak,willow oak,hickory,loblolly pine, sweetgum,and yellow-poplar.
Understory species include eastern red cedar,flowering dogwood,eastern redbud,and sassafras.
DISTRIBUTION AND EXTENT: The Piedmont area of North Carolina, South Carolina,Virginia, and Georgia. The series is of
small extent.
SOIL SURVEY REGIONAL OFFICE(SSRO)RESPONSIBLE: Raleigh,North Carolina
SERIES ESTABLISHED: Richmond County,North Carolina; 1995. The source of the name is a local community in the vicinity
of the type location in Randolph County,North Carolina.
REMARKS: This series was formerly included with the Zion series.Zion soils have hard,unweathered bedrock at depths of 20
to 40 inches and are now mesic due to the thermic/mesic break in MLRA 136.
Diagnostic horizons and soil characteristics recognized in this pedon are:
Ochric epipedon-the zone from the surface of the soil to 14 inches(Ap,E,and EB horizons).
Argillic horizon-the zone from 14 to 28 inches(Bt and BC horizon).
Paralithic contact-the occurrence of weathered bedrock at a depth of 28 inches(upper boundary of the Cr horizon).
ADDITIONAL DATA: Characterization data is available from the National Soil Survey Laboratory,Lincoln,Nebraska;pedon
number S93NC-151-001.

MLRA: 136
TABULAR SERIES DATA:
S0I-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
NCO229 WYNOTT 2-45 57-65 170-200 38-52 400-850
NCO292 WYNOTT 2-45 58-65 170-200 38-52 400-850
S0I-5 FloodL FloodH Watertable Kind Months Bedrock Hardness NCO229 NONE 6.0-6.0 - 20-40 SOFT
NCO292 NONE 6.0-6.0 - 20-40 SOFT
50I-5 Depth Texture 3-Inch No-10 Clay% -CEC-
NCO229 0-14 GR-L GR-SL GR-FSL 0-5 55-90 5-20 5-15
NCO229 0-14 ST-L ST-SL ST-FSL 10-25 55-90 5-20 5-15
NCO229 14-24 C CL SIC 0-10 85-100 35-65 20-40
NCO229 24-28 SC SCL 0-10 85-100 20-45 10-25
NCO229 28-60 WB - - - -
NCO292 0-14 FSL SL 0-5 85-100 5-20 5-15
NCO292 0-14 L SIL 0-5 90-100 10-27 5-15
NCO292 0-14 SCL CL 0-5 85-100 20-35 5-15
NCO292 14-24 C CL SIC 0-5 85-100 35-65 20-40
NCO292 24-28 SC SCL CL 0-5 85-100 20-45 10-25
NCO292 28-60 WB - - - -
50I-5 Depth -pH- O.M. Salin Permeab Shnk-Swll
NCO229 0-14 4.5-6.5 .5-2. 0-0 2.0-6.0 LOW
NCO229 0-14 4.5-6.5 .5-2. 0-0 2.0-6.0 LOW
NCO229 14-24 4.5-6.5 0.-.5 0-0 0.06-0.2 HIGH
NCO229 24-28 4.5-6.5 0.-.2 0-0 0.2-0.6 LOW
NCO229 28-60 - - - 0.00-0.06
NCO292 0-14 4.5-6.5 .5-2. 0-0 2.0-6.0 LOW
NCO292 0-14 4.5-6.5 .5-2. 0-0 0.6-2.0 LOW
NCO292 0-14 4.5-6.5 .5-1. 0-0 0.6-2.0 LOW
NCO292 14-24 4.5-6.5 0.-.5 0-0 0.06-0.2 HIGH
NCO292 24-28 4.5-6.5 0.-.5 0-0 0.2-0.6 LOW
NCO292 28-60 - - - 0.00-0.06
National Cooperative Soil Survey
U.S.A.

LOCATION MECKLENBURG NC+AL GA SC VA
Established Series
Rev. CMM:RBS:AG
04/2022
MECKLENBURG SERIES
The Mecklenburg series consists of very deep, well drained, slowly permeable soils that formed in residuum
weathered from intermediate and mafic crystalline rocks of the Piedmont uplands. Slopes range from 2 to 25
percent. Mean annual precipitation is 45 inches, and mean annual temperature is 59 degrees near the type
location.
TAXONOMIC CLASS: Fine, mixed, active, thermic Ultic Hapludalfs
TYPICAL PEDON: Mecklenburg loam--pastured. (Colors are for moist soil unless otherwise stated.)
Ap--0 to 8 inches; reddish brown (5YR 4/4) loam; moderate medium granular structure; friable; many fine roots;
common fine pores; common fine black concretions; slightly acid, clear smooth boundary. (2 to 11 inches thick)
Bt1--8 to 17 inches; yellowish red(5YR 4/6) clay; moderate medium subangular blocky structure; firm, sticky,
plastic; common fine roots; few fine pores; many fine black concretions; common distinct clay films on faces of
peds; slightly acid; gradual wavy boundary.
Bt2--17 to 25 inches; yellowish red(5YR 4/6) clay; common fine distinct brownish yellow (10YR 6/6)mottles;
moderate medium subangular blocky structure; firm, sticky, plastic; few fine roots; few fine pores; common
black concretions; common distinct clay films on faces of peds; slightly acid; gradual wavy boundary.
(Combined thickness of the Bt horizon is 12 to 35 inches.)
BC--25 to 36 inches; yellowish red(5YR 4/6) clay loam; common medium faint reddish yellow(7.5YR 6/6) and
common fine distinct yellowish brown(10YR 5/4) mottles; weak subangular blocky structure; firm, sticky,
plastic; few fine black concretions; common fine lenses of gray clayey saprolite; slightly acid; gradual wavy
boundary. (3 to 15 inches thick)
C--36 to 60 inches; mottled yellowish red(5YR 4/6), reddish yellow(7.5YR 6/6) and yellowish brown (10YR
5/4) highly weathered saprolite that has a sandy clay loam texture; massive; friable; many black and gray
minerals; slightly acid.
TYPE LOCATION: Davidson County,North Carolina; 0.7 mile west of Linwood on SR 1134; 20 feet north in
pasture at bend in road.
RANGE IN CHARACTERISTICS: Solum thickness ranges from 20 to 60 inches. Depth to bedrock is greater
than 5 feet. The soil ranges from strongly acid to slightly acid in the A horizon and is moderately acid to neutral
in the B and C horizons. Content of rock fragments of gravel and cobble size range from 0 to 30 percent by
volume in the A horizon and 0 to 10 percent in the B horizon. Manganese concretions are few to many in the A
and B horizons. Content of flakes of mica ranges from none to few.
The A or Ap horizon has hue of 2.5YR to 7.5YR, value of 3 to 6, and chroma of 2 to 6. A or Ap horizons with
moist values less than 4 are less than 6 inches thick. The A horizon is fine sandy loam, sandy loam, silt loam,
loam, or their gravelly analogues. Eroded phases are sandy clay loam or clay loam.

The BE or BA horizon,where present, has hue of 2.5YR or 5YR, value of 3 to 6, and chroma of 4 to 8. It is
loam, sandy clay loam, or clay loam.
The Bt horizon has hue of 2.5YR or 5YR. In the upper part, value is 3 to 6 and chroma is 4 to 8. In the lower
part, value is 4 to 6 and chroma is 4 to 8. Few to common mottles in shades of brown, yellow or red are in the
lower Bt horizon in most pedons. The Bt horizon is clay with clay content from 40 to 60 percent.
The BC horizon has hue of 2.5YR to 7.5YR, value of 4 to 7, and chroma of 4 to 8 and is often mottled in these
colors. It is loam, sandy clay loam, or clay loam, and contains up to 25 percent saprolite.
The C horizon is mottled or multicolored saprolite weathered from mafic crystalline rock. It is variable in texture
but typically is loamy.
COMPETING SERIES: These are Brantley, Canton Bend, Capshaw, Cowton, Enon, Gundy, Hallsummit,
Hampshire, Maben, Magnet, Spray_, Zion, and Zuber series in the same family. Those in closely related families
are Coronaca, Iredell, and Wilkes series. Brantley, Canton Bend, Capshaw, Cowton, Hallsummit, and Maben
soils are more acid in the B horizons than Mecklenburg. Coronaca soils have moist colors of values of less than
4 throughout. Enon, Hampshire, Iredell, and Zuber soils have hue of 7.5YR or yellower in the Bt horizon; and in
addition Zuber soils have sandy A and AB horizons. Gundy soils are more permeable and developed from slate
or fine grained schist. Magnet soils are more permeable and formed in residuum from syenite and other intrusive
igneous rocks. Spray soils developed from mudstone, siltstone, or shale. Wilkes and Zion soils have bedrock at a
depth of less than 40 inches.
GEOGRAPHIC SETTING: Mecklenburg soils are on nearly level to moderately steep Piedmont uplands.
Slope gradients are 0 to 25 percent, most commonly between 2 and 10 percent. These soils have developed in
weathered intermediate and mafic crystalline rocks. Average annual precipitation is about 45 inches. Mean
annual soil temperature is about 59 degrees F.
GEOGRAPHICALLY ASSOCIATED SOILS: In addition to the competing Coronaca, Enon, Iredell, Wilkes,
Winnsboro, and Zion Series, these are Cecil, Cullen, Davidson, Gaston, Lloyd, and Pacolet series. These soils
have a base saturation less than 35 percent.
DRAINAGE AND PERMEABILITY: Well drained. Runoff is slow to medium and internal drainage is slow.
Permeability is slow.
USE AND VEGETATION: Cleared areas are used primarily for corn, soybeans, small grain, hay, and pasture.
Forested areas are in shortleaf, loblolly and Virginia pines,yellow- poplar, sweetgum, southern red oak, northern
red oak, white oak and hickory. Flowering dogwood, Eastern red cedar, sourwood, winged elm, sassafras,
greenbrier, and American holly are common in the understory.
DISTRIBUTION AND EXTENT: Alabama, Georgia,North Carolina, South Carolina and Virginia. The series
is of moderate extent.
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Raleigh,North Carolina
SERIES ESTABLISHED: Mecklenburg County,North Carolina; 1910.
REMARKS:
The 4-2022 update replaced an offensive soil series name with Hallsummit.
Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon-the zone from the surface of the soil to a depth to 8 inches.
Argillic horizon-the zone between depth of 8 and 25 inches.
Ultic Hapludalfs feature -base saturation of 35 to 60 percent in the zone between 36 and 60 inches.

MLRA= 136
SOI-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
NC0072 MECKLENBUR 2- 25 58- 66 180-225 37- 60 400- 900
SOI-5 FloodL FloodH Watertable Kind Months Bedrock Hardness
NC0072 NONE 6.0-6.0 - 60-60
SOI-5 Depth Texture 3-Inch No-10 Clay% -CEC-
NC0072 0- 8 L FSL SL 0- 5 80-100 8-25 4- 20
NC0072 0- 8 GR-L GR-SL GR-FSL 2- 10 55- 85 8-25 4- 20
NC0072 0- 8 CL SCL 0- 5 90-100 20-35 10- 25
NC0072 8-25 C 0- 5 85-100 40-60 15- 35
NC0072 25-36 L SCL CL 0- 5 85-100 20-35 10-20
NC0072 36-60 VAR- - - -
SOI-5 Depth-pH- O.M. Salin Permeab Shnk-Swll
NC0072 0- 8 5.6- 7.3 .5-2. 0- 0 0.6- 2.0 LOW
NC0072 0- 8 5.6- 7.3 .5-2. 0- 0 0.6- 2.0 LOW
NC0072 0- 8 5.6- 7.3 .5-1. 0- 0 0.6- 2.0 LOW
NC0072 8-25 5.6- 7.3 0.-.5 0- 0 0.06- 0.2 MODERATE
NC0072 25-36 5.6- 7.3 0.-.5 0- 0 0.6- 2.0 LOW
NC0072 36-60 - - - -
National Cooperative Soil Survey
U.S.A.