IFB: Forestview High School Athletic Field and Track

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ECS Southeast, LLC
Report of Limited Subsurface Exploration
Forestview High School Athletic Field & Track
Gastonia, Gaston County, North Carolina
ECS Project No. 08:16390
February 2, 2026

February 2, 2026
Mr. Dan Dodd, RLA
FitFields
314 Tom Hall Street
Fort Mill, South Carolina 29715
ECS Project No. 08:16390
Reference: Report of Limited Subsurface Exploration
Forestview High School Athletic Field & Track
Gastonia, Gaston County, North Carolina
Dear Mr. Dodd,
ECS Southeast, LLC (ECS) has completed the limited subsurface exploration, laboratory testing, and
geotechnical engineering considerations for the above-referenced project. Our services were performed
in general accordance with our agreed to scope of work. This report presents our understanding of the
geotechnical aspects of the project along with the results of the field exploration and laboratory testing
conducted, and our design and construction recommendations.
It has been our pleasure to be of service to you during the design phase of this project. We would
appreciate the opportunity to remain involved during the continuation of the design and construction
phase to confirm subsurface conditions assumed for this report. Should you have any questions
concerning the information contained in this report, or if we can be of further assistance to you, please
contact us at (704) 525-5152.
Respectfully submitted,
ECS Southeast, LLC
Jeremiah P. Robinson, E.I. Christopher J. Conway, P.E.
Staff Project Professional II Principal Engineer
JPRobinson@ecslimited.com CConway@ecslimited.com
NC Registration No. 034746

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ECS Project No. 08:16390 Page i
TABLE OF CONTENTS
1.0 INTRODUCTION ............................................................................................................................1
2.0 PROJECT INFORMATION ...............................................................................................................1
2.1 Project Location/Current Site Use/Past Site Use ............................................................................. 1
2.2 Proposed Construction ..................................................................................................................... 2
3.0 FIELD EXPLORATION AND LABORATORY TESTING ..........................................................................2
3.1 Subsurface Characterization ............................................................................................................. 2
3.2 Existing Pavement Observations ...................................................................................................... 3
3.3 Groundwater Observations .............................................................................................................. 3
3.4 Laboratory Testing ............................................................................................................................ 3
4.0 Commentary and Considerations ..................................................................................................4
4.1 Artificial Turf Sports Field ................................................................................................................. 4
4.2 Existing Fill ........................................................................................................................................ 4
4.3 Expansive and Moisture Sensitive Soils ............................................................................................ 4
4.4 Proofrolling ....................................................................................................................................... 4
4.5 Engineered Fill .................................................................................................................................. 5
4.6 General Construction Considerations .............................................................................................. 5
5.0 CLOSING .......................................................................................................................................7
APPENDICES
Appendix A - Diagrams & Reports
* Site Location Diagram
* Exploration Location Diagram
* Generalized Subsurface Cross Section (A-A')
Appendix B - Field Operations
* Subsurface Exploration Procedure: Hand Auger Borings and WDCP Tests
* Hand Auger Boring and Wildcat DCP Logs
* Pavement Core Photos
Appendix C - Laboratory Testing
* Laboratory Testing Summary
Appendix D - Other Information
* GBA - Geotechnical Engineering Report Information Sheet

Forestview High School Athletic Field & Track February 2, 2026
ECS Project No. 08:16390 Page 1
1.0 INTRODUCTION
The purpose of this study was to provide subsurface exploration and geotechnical considerations for the
proposed improvements at the Forestview High School athletic field and track located in Gastonia, Gaston
County, North Carolina. The recommendations developed for this report are based on the project
information supplied by the Client. Our services were provided in accordance with ECS Proposal No.
08:30924P dated October 20, 2025, and includes the Terms and Conditions of Service outlined within the
agreement.
This report contains the procedures and results of our subsurface exploration and laboratory testing
programs, review of existing site conditions, and general considerations regarding the geotechnical
aspects of the project. The report includes the following items.
* Information on current site conditions, including geologic information and special site features.
* Description of the field exploration and laboratory tests performed.
* Final logs of the soil borings and records of the field exploration and laboratory tests performed.
* Measurement of the surficial materials at each boring location.
* Evaluation of the on-site soil characteristics encountered in the hand auger borings with respect to
the suitability of the on-site materials for reuse as Engineered Fill.
* General recommendations for compaction requirements for fill and backfill areas.
* General recommendations regarding site preparation and construction observations and testing.
2.0 PROJECT INFORMATION
2.1 PROJECT LOCATION/CURRENT SITE USE/PAST SITE USE
The project site is located at 5545 Union Road in Gastonia, Gaston County, North Carolina as shown on
the figure below and included on the Site Location Diagram in Appendix A. According to Mecklenburg
County GIS, the site is a portion of the parcel identified as Gaston County Parcels ID Number (PIN) 3562-
28-6984.

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Based on our site reconnaissance, the site is currently developed with an athletic field and track,
associated ancillary structures, and drive areas. The site is located within the northeastern portion of the
Forestview High School Campus and surrounded by additional athletic fields and parking areas. Based on
available Gaston County GIS topographic information, existing site grade elevations range from
approximately 752 to 754 feet.
Based on a review of available historic imagery, as early as 1956, it appears that the site was undeveloped
and consisted primarily of wooded land. By 1998, the Forestview High School campus had been
constructed. The site has remained in a generally similar condition since that time. The previous use of
discussion is not considered a comprehensive or in-depth of the site history, rather a quick overview of
available aerial imagery.
2.2 PROPOSED CONSTRUCTION
The site is currently an active high school athletic field and track. Based on our correspondence with you,
we understand that the existing track will be removed and replaced, and a new synthetic turf field system
will be installed. No additional information has been provided to us.
3.0 FIELD EXPLORATION AND LABORATORY TESTING
Our exploration procedures are explained in greater detail in Appendix B including the insert titled
Subsurface Exploration Procedure. Our scope of work included performing four (4) asphalt cores within
the existing track pavement and three (3) hand auger borings coupled with WildcatTM Dynamic Cone
Penetrometer (WDCP) tests to depths of approximately 3 feet below existing grades within the athletic
field area. The borings were located using GPS technology and existing site features as reference and their
approximate locations are shown on the Exploration Location Diagram in Appendix A. The topographic
data and elevations noted on the Boring Logs, Subsurface Cross Section, and referenced in this report
were estimated from Gaston County GIS topographic information and should be considered preliminary
and approximate.
3.1 SUBSURFACE CHARACTERIZATION
The site is located in the Piedmont Physiographic Province of North Carolina. The native soils in the
Piedmont Province consist mainly of residuum with underlying saprolites weathered from the parent
bedrock, which can be found in both weathered and unweathered states. In a mature weathering profile
of the Piedmont Province, the soils are generally found to be finer grained at the surface where more
extensive weathering has occurred. The particle size of the soils generally becomes more granular with
increasing depth and gradually changes first to weathered and finally to unweathered parent bedrock.
The natural geology within the site has been modified in the past by grading, disturbance of near-surface
soils, and/or placement of fill materials. The quality of man-made fills can vary significantly, and it is
difficult to assess the engineering properties of existing fills. Furthermore, there is no specific correlation
between WDCP penetration test values and the degree of compaction of existing fill soils; however, a
qualitative assessment of existing fills can sometimes be made based on the penetration values obtained
and observations of the materials sampled in the borings.
The following sections provide generalized characterizations of the subsurface materials. Please refer to
the Generalized Subsurface Cross Section in Appendix A and Hand Auger Logs in Appendix B for more
detailed information.

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GENERALIZED SUBSURFACE CONDITIONS
Ranges of
Approximate
Stratum Description WDCP Correlated
Depth (ft)
SPT N-values (bpf)(1)
0 to 0.3 N/A Surficial organic laden soils N/A
0.3 to 3 I FILL(2) - Sandy Elastic SILT (MH) and Silty SAND (SM) 2 to 12
2 to 3 II RESIDUUM - Sandy Elastic SILT (MH) 11 to 19
Notes:
(1) Standard Penetration Test N-values correlated from WDCP test data.
(2) Existing fill was encountered at each hand auger location and extended to depths ranging from approximately 2 to
at least 3 feet below the existing ground surface. Boring HA-02 was terminated in fill material.
3.2 EXISTING PAVEMENT OBSERVATIONS
Four (4) asphalt cores were performed at widely spaced locations within the existing track. Photos of
the cores obtained are provided in Appendix B. Stone base course materials were not encountered
below the asphalt at each testing location. The core locations were located using handheld GPS
technology and existing site features as reference and the approximate locations are shown on the
Exploration Location Diagram attached.
Pavement thicknesses at each core location are recorded in the table below:
APPROXIMATE TRACK MATERIAL THICKNESSES
Rubber Surface Coat Asphalt Thickness Total Section Thickness
Core No.
(inches) (inches) (inches)
C-01 1/4 4 4 14
C-02 1/8 4 14 4 38
C-03 1/8 4 12 4 58
C-04 1/8 4 12 4 58
3.3 GROUNDWATER OBSERVATIONS
Groundwater measurements were attempted at the termination of field work operations and prior to
demobilization from the site. Groundwater was not apparent within the borings to the explored depths.
3.4 LABORATORY TESTING
The laboratory testing consisted of selected tests performed on samples obtained during our field
exploration. Classification, moisture content, percent fines (-200 wash), and Atterberg limit tests were
performed. The results are included on the boring logs in Appendix B and Laboratory Testing Summary in
Appendix C.

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Each sample was visually classified on the basis of texture and plasticity in accordance with ASTM D2488
Standard Practice for Description and Identification of Soils (Visual-Manual Procedures) and including
USCS classification symbols, and ASTM D2487 Standard Practice for Classification for Engineering
Purposes (Unified Soil Classification System, USCS). After classification, the samples were grouped in the
major zones noted on the boring logs in Appendix B. The group symbols for each soil type are indicated in
parentheses along with the soil descriptions. The stratification lines between strata on the logs are
approximate; in situ, the transitions may be gradual.
4.0 COMMENTARY AND CONSIDERATIONS
4.1 ARTIFICIAL TURF SPORTS FIELD
ECS has not been provided information regarding planned synthetic turf field systems. Subgrade
preparation and fill material placement within the playing surface area should conform to the field
manufacturers specifications.
4.2 EXISTING FILL
Existing fill was encountered at each boring location and extended to depths ranging from approximately
2 to at least 3 feet below the existing grade. Records of the fill placement were not provided to us;
therefore, the fill is considered undocumented. Constructing over undocumented fill inherently creates a
greater than normal risk that there could be excessive settlement of the supported structure. Existing fill
devoid of deleterious materials and meeting the requirements of Engineered Fill may be re-used following
undercutting/excavation. If available, records of the previous sitework (i.e. proofrolling, compaction
testing, etc.) should be obtained and provided to us for review and updates to our recommendations, if
warranted.
4.3 EXPANSIVE AND MOISTURE SENSITIVE SOILS
Depending on soil subgrade requirements for the synthetic turf field system, it should be noted that
potentially expansive and moisture sensitive Elastic SILT (MH) soil was encountered at each boring
location and extended to a depth of approximately 3 feet below the existing grade. Unstable potentially
expansive and moisture sensitive soils identified during proofrolling operations should be undercut and
replaced with appropriate fill material required for the field.
4.4 PROOFROLLING
Prior to fill placement or other construction on subgrades, the subgrades should be observed for stability.
In areas accessible to appropriate construction equipment, the exposed subgrade should be thoroughly
proofrolled. Typical equipment may include a vehicle having a minimum axle load of 10 tons [e.g. fully
loaded tandem-axle dump truck]. Proofrolling should be traversed in two perpendicular directions with
overlapping passes of the vehicle under the observation of ECS. The prepared subgrade should meet the
stability criteria and material properties required by the artificial turf designer.
Undocumented fill poses risks associated with undetected deleterious inclusions within the fill and/or
deleterious materials at the virgin ground/fill interface that are covered by the fill. Deleterious materials
can consist of significant amounts of organics derived from organic rich strippings, rubbish, construction
or demolition debris, shot rock, stumps and roots and logs. If these materials are covered over by or are
within undocumented fill, the organic materials tend to decompose slowly in the anaerobic conditions in
or under the fill. Decomposition can occur over periods ranging from several years to several decades. As
the organic materials decompose, a void is created which can create soft conditions and even subsidence

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in areas above the organics. Additionally, nested debris or rock materials may contain voids and result in
ground subsidence. Where these types of conditions exist under or within undocumented fill, they are
sometimes in discreet pockets that can go undetected by normal subsurface exploration techniques, i.e.
soil test borings and test pits.
4.5 ENGINEERED FILL
Prior to placement of Engineered Fill, representative bulk samples (about 50 pounds) of on-site and/or
off-site borrow should be submitted to ECS for laboratory testing, which will typically include Atterberg
limits, natural moisture content, grain-size distribution, and moisture-density relationships (i.e., Proctors)
for compaction. Import materials should be tested prior to being hauled to the site to determine if they
meet project specifications. Additional specifications may be required by the artificial turf design build
contractor.
Engineered Fill Materials: Materials for use as general Engineered Fill should consist of inorganic soils
classified as CL, ML, SM, SC, SW, SP, GM or GC, or a combination of these group symbols per ATSM D2487.
These materials should have maximum liquid limit (LL) and plasticity index (PI) values of 50 and 30,
respectfully, be free of organic matter, debris, and should contain no particle sizes greater than 4 inches
in the largest diameter. Open graded materials and gravels (GW and GP), which contain void space in their
mass, should not be used in Engineered Fills unless properly encapsulated with filter fabric. Additional fill
criteria and specifications associated with synthetic field systems should be provided by the field
designer/manufacturer as appropriate.
Fill Placement: Fill materials should not be placed on frozen soils, on frost-heaved soils, and/or on
excessively wet soils. Borrow fill materials should not contain frozen materials at the time of placement,
and frozen or frost-heaved soils should be removed prior to placement of Engineered Fill or other fill soils
and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and moisture
conditioned. Where fill materials will be placed to widen existing embankment fills, or placed up against
sloping ground, the soil subgrade should be scarified, and the new fill benched or keyed into the existing
material. Fill material should be placed in horizontal lifts.
Fill Compaction Control: The expanded limits of the proposed construction areas should be well defined,
including the limits of the fill zones for development areas at the time of fill placement. Grade controls
should be maintained throughout the filling operations. Filling operations should be observed on a full-
time basis by ECS to determine that the minimum compaction requirements are being achieved. The turf
designer shall specify the testing frequency for all fills.
Compaction Equipment: Compaction equipment appropriate for the soil type being compacted should be
used to compact the subgrades and fill materials. Sheepsfoot compaction equipment should be used for
fine-grained soils (Clays and Silts). A vibratory steel drum roller should be used for compaction of coarse-
grained soils (Sands) as well as for sealing compacted surfaces.
4.6 GENERAL CONSTRUCTION CONSIDERATIONS
Because the site has been previously disturbed, built-over, and/or filled, we emphasize the importance of
comprehensive subgrade evaluations prior to Engineered Fill placement and/or other construction
activities. These evaluations may include proofrolling the subgrade soils, performing hand auger borings,
and excavation of test pits within previously disturbed, built-over, and/or filled areas. The mentioned
evaluations would help in identifying areas of soft, loose, otherwise unsuitable materials, or buried debris,

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which would require remedial activities. We recommend a contingency for unforeseen conditions in the
earthwork phase of construction.
Moisture Conditioning: During the cooler and wetter periods of the year, delays and additional costs
should be anticipated. At these times, reduction of soil moisture of general structural fill may need to be
accomplished by mechanical manipulation. Chemical additives, such as lime or cement, may be
considered to dry general engineered fill outside the limits of the development areas. Alternatively, during
the drier times of the year, such as the summer months, moisture may need to be added to the soil to
provide adequate moisture for successful compaction according to the project requirements.
Subgrade Protection: Measures should also be taken to limit site disturbance, especially from rubber-
tired heavy construction equipment, and to control and remove surface water from development areas.
It would be advisable to designate a haul road and construction staging area to limit the areas of
disturbance and to prevent construction traffic from excessively degrading sensitive subgrade soils and
existing pavement areas. Haul roads and construction staging areas could be covered with excess depths
of aggregate to protect those subgrades. The aggregate can later be removed and used as Engineered Fill
provided it meets project specifications.
Surface Drainage: Surface drainage conditions should be properly maintained. Surface water should be
directed away from the construction area, and the work area should be sloped away from the construction
area at a gradient of at least 1 percent to reduce the potential of ponding water and the subsequent
saturation of the surface soils. At the end of each workday, the subgrade soils should be sealed by rolling
the surface with a smooth drum roller to minimize infiltration of surface water.
Excavation Safety: Excavations and slopes should be constructed and maintained in accordance with
OSHA excavation safety standards. The Contractor is solely responsible for designing, constructing, and
maintaining stable temporary excavations and slopes. The Contractor's responsible person, as defined in
29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the Contractor's safety
procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench
excavation depth, exceed those specified in local, state, and federal safety regulations. ECS is providing
this information solely as a service to our Client. ECS is not assuming responsibility for construction site
safety or the Contractor's activities; such responsibility is not being implied and should not be inferred.

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5.0 CLOSING
ECS has prepared this report to guide the geotechnical-related design and construction aspects of the
project. We performed these services in accordance with the standard of care expected of professionals
in the industry performing similar services on projects of like size and complexity at this time in the region.
No other representation expressed or implied, and no warranty or guarantee is included or intended in
this report.
The description of the proposed project is based on information provided to ECS by the Client. If any of
this information is inaccurate or changes, either because of our interpretation of the documents provided
or site or design changes that may occur later, ECS should be contacted so we can review our
recommendations and provide additional or alternate recommendations that reflect the proposed
construction.
We recommend that ECS review the project plans and specifications so we can confirm that those
plans/specifications are in accordance with the recommendations of this geotechnical report.
Field observations, and quality assurance testing during earthwork and construction are an extension of,
and integral to, the geotechnical design. ECS should be retained to apply our expertise throughout the
geotechnical phases of construction, and to provide consultation and recommendations should issues
arise.
ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in
this report.