SWA000179_Soils/Geotechnical Report_20230103

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SE&T PROJECT NO.: 22-578 1 September 21, 2022
Final Report of Geotechnical
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PREPARED FOR:
BC Construction Group
9829 Spencer Road
Brighton, MI 48114
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SOUTHERN
ENGINEERING
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September 21, 2022
Mr. David Maves
BC Construction Group
9829 Spencer Road
Brighton, MI 48114
Final Report of Subsurface Exploration
and Geotechnical Engineering Evaluation
Youngsville Academy High School Facility
2179 Hicks Road
Youngsville, North Carolina
SE&T Project No.: 22-578
Dear Mr. Maves,
Southern Engineering and Testing, P.C. (SE&T) has completed the authorized subsurface
exploration and geotechnical engineering evaluation for the planned Youngsville Academy High
School Facility located at 2179 Hicks Road in Youngsville, North Carolina. The enclosed final
geotechnical engineering report describes the field exploration procedures and presents the
results of our testing and engineering evaluation along with geotechnical related design and
construction recommendations for this project.
Because of design and construction changes that occur on a project, questions often arise
concerning subsurface conditions. We would be pleased to continue our role as the
Geotechnical Engineer of Record (GER) during the project construction.
We appreciate the opportunity to work with you during the design phase of this project. During
construction, we would be pleased to provide the recommended construction materials testing
and special inspection services.
Sincerely,
SOUTHERN ENGINEERING AND TESTING, P.C.
NC License No. C-4167; SC Certificate of Authority 5297
chard E. Firms) .1QFr
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Principal 039492
9/22/202
Enclosures ..
C 6120 Brookshire Blvd, Ste. A I Charlotte, NC 28216-3300
% [phone] 1 [phone] 1 Fax: [phone] ® www.southernengineeringPC.com

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
SCOPE OF SERVICES
The scope of this subsurface exploration and geotechnical engineering evaluation was outlined
in SE&T Proposal No.: 22-20998 dated June 6, 2022. Authorization to provide this service is in
the form of a signed Agreement for Professional Services (Contract # 22008-01 PSA) between
BC Construction Group and Southern Engineering and Testing, P.0 dated June 14, 2022. On
August 4, 2022, Change Order 22008-01 PSA was authorized for advanced geotechnical
exploration including flat dilatometer (DMT) testing.
The primary objectives of this service were to evaluate the subsurface conditions within the
area of planned construction and to make preliminary recommendations regarding foundation
design. More specifically, this study included the following objectives:
(1) Evaluate the existing subsurface soil and groundwater conditions within the area of
the planned 2-story high school building, parking lots, and drive areas
(2) Provide recommendations concerning site preparation and grading
(3) Recommend foundation types that can safely and economically support the planned
construction, evaluate the allowable bearing pressures of the foundation subsoils
encountered during the exploration for support of shallow foundations and provide
our estimates of foundation settlement.
(4) Provide the seismic site classification according to Code.
(5) Recommend a design modulus of subgrade reaction value for the planned concrete
slab -on -grades.
(6) Evaluate the suitability of on -site soils for reuse as structural fill
(7) Recommend steps for achieving high -density structural fill capable of satisfactorily
supporting the proposed construction
(8) Provide recommendations concerning quality control measures during construction.
The scope of this study does not include an environmental assessment or testing and sampling
the soil, water, or air for the presence of hazardous materials.
SOUTHERN ENGINEERING PAGE 2 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
FIELD AND LABORATORY PROCEDURES
Field Exploration
The subsurface exploration included eight soil test borings and two flat-dilatometer soundings
at the site. The soil test borings were advanced with a TMG MC-23 geotechnical drill rig to
depths between approximately 9.4 to 25 feet below the existing ground surface. Standard
penetration tests (SPT) were performed at selected depths within the soil test boring, typically
2 1/2 feet, 5 feet, 7 1/2 feet,10 feet and 5-foot thereafter below the existing ground surface.
Additionally, two DMT soundings were advanced with a TMG MC-23 track mounted push rig to
practical refusal at depths ranging from approximately 23.6 and 36.1 feet below the existing
ground surface. The approximate locations of the soil test borings and soundings are provided
on Figure 1 and Figure 2 in the appendix.
Our field representative located the soil test locations using a smart phone GPS locating
application with a reported accuracy of approximately 20 to 30 feet. Mechanical clearing
(Bobcat T-770 track loader with forestry mulcher attachment) was required to create
accessways to the testing locations due dense thickets and underbrush and downed limbs and
stumps remaining from timber removal operations. Ground surface elevations were not
provided at the time of this report. The boring logs provide detailed descriptions of the soils
encountered and the encountered subsurface conditions.
Laboratory Testing
The laboratory investigation consisted of a physical examination and classification of samples
obtained from our investigation. Classification of the soil samples was performed in general
accordance with ASTM D-2488 (Visual -Manual Procedure for Description of Soils). Soil
classifications include the use of the Unified Soil Classification System as described in ASTM
D-2487 (Classification of Soils for Engineering Purposes). The results of the laboratory testing
are summarized in the appendix that include the following:
• Water content determinations
• Atterberg limits
• Sieve analysis (washed #200 sieve)
The soil classifications also include our evaluation of the geologic origin of the soils. These
evaluations are based on our experience and interpretation and may be subject to some degree
of error.
6 SOUTHERN ENGINEERING PAGE 3 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
GENERAL SITE AND SUBSURFACE CONDITIONS
Site Location and Description
The subject site is located on 2179 Hicks Road in Youngsville, North Carolina. The project site
has partially been cleared of trees and is currently overgrown with heavy underbrush and
thickets. Downed timber, stumps and limbs (including stockpiles). A gravel driveway provides
access to an existing single-family house and the adjacent ballfield and athletic facility. Several
ditches and swales are present from the western portion through the southeastern portion of
the site.
Topographic information was provided for the proposed construction at the time of this report.
Based on the provided plan, there is approximately 35 to 40 feet of relief from north to south
across the site based on Google Earth. The highest elevations were observed at approximately
El 843 feet in the southern portion of the site and the lowest elevations at approximately El 805
feet in the northern portion of the site.
Regional Geology
Geological conditions of the area are primarily associated with the Piedmont region of
North Carolina. With exception of soils deposited in low-lying areas due to erosion, the site
soils are derived in place from the weathering of parent bedrock. The predominant bedrock in
this location is composed of injected gneiss including biotite gneiss and schist intruded with
numerous sills and kikes of granite, pegmatite and aplite according to the US Geologic Survey.
Soils in this area have been formed by the in -place weathering of the underlying bedrock, which
accounts for their classification as "residual" soils. Residual soils near the ground surface, which
have experienced advanced weathering, frequently consist of clayey silt (ML and MH) or silty
clay (CL and CH) and may occur in zones where plagioclase feldspars are present. Chemical
weathering of biotite and Fe -bearing materials typically produces iron oxides which result in
predominately orange, yellow and brown colored soils. The thickness of this surficial clayey
zone may range up to roughly 6 feet. (For various reasons, such as erosion or local variation of
mineralization, the upper clayey zone is not always present.)
With increased depth, the soil becomes less weathered, coarser grained, and the structural
character of the underlying parent rock becomes more evident. These residual soils are
typically classified as sandy micaceous silt (ML) or silty micaceous sand (SM). With a further
increase in depth the soils eventually become quite hard and take on an increasing
resemblance to the underlying parent rock. When these materials have a standard penetration
resistance of 100 blows per foot or greater, they are referred to as partially
SOUTHERN ENGINEERING PAGE 4 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
weathered/decomposed rock. The transition from soil to partially weathered rock is usually a
gradual one and may occur at a wide range of depths due to the variability in the rock's
resistance to weathering. Lenses or layers of partially weathered rock are not unusual in the
soil profile.
Partially weathered rock represents the zone of transition between the soil and the
metamorphic rocks from which the soils are derived. The subsurface profile is in fact, a history
of the weathering process which the crystalline rock has undergone. The degree of weathering
is most advanced at the ground surface, where fine grained soil may be present. The
weathering process is in its early stages immediately above the surface of relatively sound rock,
where partially weathered rock may be found.
The thickness of the zone of partially weathered rock and the depth to the rock surface have
both been found to vary considerably over relatively short distances due to the variability in the
rock's resistance to weathering. The depth to the rock surface may frequently range from the
ground surface to 60 feet or more. The thickness of partially weathered rock, which overlies
the rock surface may vary from only a few inches to as much as 40 feet or more.
Existing fill, or man placed, materials were not encountered during subsurface exploration,
however it is not uncommon to encounter debris and other undesirable materials at the ground
surface and buried on previously utilized sites.
General Subsurface Conditions
The stratification of the soil conditions at the actual soil test locations follows. Variations in the
subsurface may occur away from the test locations. It is important to note that, whereas the
tests were performed under the supervision of an experienced geotechnical engineer, it is
sometimes difficult to record changes in the subsurface within narrow limits. As a result, the
interpretations of thicknesses, depths, and composition of various strata presented within this
section are subject to a certain degree of error and may vary away from the test locations.
Topsoil was encountered in soundings 587-1 through 587-8 at the ground surface. The
thickness of the topsoil was between 6 and 8 inches deep. The topsoil thickness should be
expected to vary throughout the site, with thicker accumulations commonly expected in the
swales and other areas of the site.
6 SOUTHERN ENGINEERING PAGE 5 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
Residual, or weathered in place, materials were encountered beneath the topsoil in each soil
test boring. The natural residual materials generally classified as a sandy fat Clay (USCS CH),
sandy elastic Silt (USCS MH), sandy lean Clay (USCS CL), sandy Silt (USCS ML), clayey Sand
(USCS SC), and silty Sand (USCS SM). The SPT N-values recorded in residual soils ranged from
6 blows per increment to 18 blows per increment.
Partially weathered rock was encountered in boring 578-6 at a depth of approximately 8 feet
below the existing ground surface. Partially weathered rock is residual materials that exhibit a
standard penetration N-value greater than 100 blows per foot. Each boring was terminated in
residual soil or partially weathered rock.
Groundwater was not encountered after the time of drilling in the soil test borings. It should be
noted that groundwater levels will fluctuate depending on seasonal variations of precipitation
and other factors and may occur at high elevations at some time in the future.
Each soil boring was backfilled upon completion to prevent a potential hazard to pedestrian
traffic. For more detailed descriptions of subsurface soil and groundwater conditions, please
refer to the appendix.
SOUTHERN ENGINEERING PAGE 6 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
PROPOSED CONSTRUCTION
Project information has been supplied by Mr. David Maves of BC Construction Group.
Topographic information was not available at the time of this report. However, a Concept Plan
prepared by Cole was provided that indicates the locations for the planned development. We
have adapted the Concept Plan in the Subsurface Exploration Plan (Figure 1) included in the
appendix of this report.
We understand that a new two story high school building (approx. 37,710 S.F.). We understand
that the building will not include a basement or below grade levels. The building construction
will include conventional shallow spread footings (supported by compacted aggregate pier
ground improvements to control settlement) with a concrete slab on grade. The building
structure will include concrete tilt -up exterior walls and interior structural steel framing. We
anticipate that column loads will reasonably range from 100 kips to 300 kips and continuous
wall loads on the order of approximately 3 to 4 kip per lineal foot.
Site improvements will include driveways and drop off lanes, two parking lots, a natural grass
football field with aluminum bleachers and a stormwater detention pond. We anticipate earth
cut to fills on the order of 10 to 20 feet. No site retaining walls are indicated on the concept
plan.
If the loads stated above are less than the actual loads in the final design, Southern Engineering
should be contacted to assess the applicability of the following recommendations. Also, if any
below grade construction is planned, our recommendation may no longer be valid and
subsequent recommendations will need to be issued.
GENERAL COMMENTS
When the plans and specifications are complete, or if significant changes are made in the
character or location of the proposed construction, a consultation should be arranged to review
the changes with respect to the prevailing soil conditions. At that time, it may be necessary to
submit supplementary recommendations.
All sheeting, shoring, and bracing of trenches, pits and excavations should be made the sole
responsibility of the contractor and should comply with all current and applicable local, state
and federal safety codes, regulations and practices, including the Occupational Safety and
Health Administration (OSHA) and North Carolina State and local jurisdictional requirements.
6 SOUTHERN ENGINEERING PAGE 7 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
PRELIMINARY EVALUATIONS AND RECOMMENDATIONS
The following preliminary recommendations are based on the information available on the
planned building and site improvements, the data obtained from the subsurface exploration
and our experience with soils and subsurface conditions similar to those encountered at this
site. Because the soil tests represent a very small statistical sampling of subsurface and existing
foundation conditions, it is possible that conditions uncovered during construction may differ
substantially from those encountered in this exploration. In these instances, adjustments to
the design and construction may be necessary depending on actual conditions.
The Geotechnical Engineer warrants that the findings, recommendations, specifications, or
professional advice contained herein, have been presented after being prepared in accordance
with generally accepted professional engineering practice in the fields of foundation
engineering, soil mechanics, and engineering geology in the vicinity of this site at this time of
this report. No other warranties are implied or expressed.
General Development Considerations
The following geotechnical related condition was identified during our site visit and subsurface
exploration performed at the site:
1. Potentially expansive fine grained highly plastic fat Clay (USCS CH) soil materials were
encountered in at the site. The highly plastic materials extended to depths of
approximately 3 feet below the existing ground surface but may be likely extend to
deeper depths.
2. Materials with a Plasticity Index (PI) greater than 15 and have more than 10 percent of
the soil particles pass a No. 200 sieve, may be an expansive soil type according to Code
and this soil is typically associated with high shrink -swell potential including high swell
pressures. We anticipate that remedial measures, such a removal and replacing with
compacted structural fill may be required.
3. Foundations should not bear less than 4 feet below the final exterior ground surface
where expansive soils are encountered. Additionally, slab -on -grades should be
underlain by not less than 24 inches of compacted structural fill in areas containing
expansive soils. Some undercutting of soft and wet soils should be expected in some
SOUTHERN ENGINEERING PAGE 8 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
4. The use of soil -lime mixing may be considered to dry and to stabilize the elastic
Silt (USCS MH) and fat Clay (USCS CH) materials. We anticipate that approximately 5 to
6 percent (by dry weight) may be required to stabilize elastic Silt (USCS MH) and fat Clay
(USCS CH) soils. Lime -stabilized soils typically classify as Silt (USCS ML) or lean Clay (CL)
after reacting with hydrated, quick lime and Portland cement which may allow these
materials to be re -used as structural fill. We are available to provide lime -soil mix
designs if desired.
5. We anticipate that roadway and driveway subgrades containing fat Clay (USCS CH) or
elastic Silt (USCS MH) may destabilize when exposed to inclement weather and
construction equipment loading, especially during wet weather conditions. Selective
undercutting of unsuitable and unstable materials is anticipated with replacement with
structural fill underlain with geotextile stabilization fabrics (T.C. Mirafi 500x or equal).
6. Partially weathered rock was encountered in boring 578-6. The presence of partially
weathered rock may prove difficult to excavate with conventional earthmoving
equipment, such as pans, excavators, and loaders. The use of pneumatic hoe rams on
heavy excavators and dozers with rock teeth may be required when excavating partially
weathered rock. In some instances, drilling and blasting may be required to remove
partially weathered rock and rock. The presence of partially weathered rock and rock
can complicate earthwork balances and result in additional costs (change orders) for
rock removal and replacement with suitable compacted soil borrow materials.
8 SOUTHERN ENGINEERING PAGE 9 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
General Site Preparation
Trees, shrubbery, topsoil, roots, and other deleterious materials should be removed from the
planned construction area and 10 feet beyond. Special attention should be given to the removal
of tree and shrubbery stumps. Extensive root systems and localized soft soils are commonly
encountered during removal of stumps.
Site clearing, grubbing, and stripping should be performed only during dry weather conditions.
Operation of heavy equipment on the site during wet conditions could result in excessive mixing
of topsoil and organic materials with underlying soils. We anticipate that greater thicknesses
of topsoil and unsuitable materials may be encountered in the bottoms of existing swales, near
creeks, in the low-lying areas and previously wooded areas of the site.
Necessary demolition and removal of existing foundations and pavements and removal or
relocation of existing underground utilities should be completed before site grading operations
begin. Existing utility lines should be removed and replaced with compacted structural fill. We
recommend that existing underground utilities be re-routed outside of the planned
construction area. Special attention should be provided to verify that a firm, non -yielding
subgrade is achieved prior to placement of new structural fill.
Where the existing underground utilities, foundations and other below grade structures are
removed, the resulting excavations should be backfilled in accordance with the
recommendations presented in the Structural Fill section of this report. Soil density tests
should be performed to verify that the backfill materials have been placed in accordance with
recommendations presented in this report. Excavations that extend below the proposed
construction should be backfilled in accordance with the recommendations of this report.
The planned pavement and ground slab areas should be proofrolled with a loaded dump truck
(minimum 20 tons) prior to the placement of structural fill. Areas of proposed excavation
should be proofrolled after rough finished grade has been established. Proofrolling should be
performed under the observation of the Geotechnical Engineer to determine if any localized
unstable soils are present near the ground surface that require remedial action. Proofrolling
should facilitate the identification of soft surficial soils but should not be expected to reveal soft
conditions more than 2 feet below the ground surface at the time of proofroll.
We anticipate that some undercut of the elastic Silt (MH) and fat Clay (USCS CH) may be
required. We recommend that structural fill be used to replace these materials. The use of
geotextile fabric and crushed stone may be required to provide stable subgrades.
6 SOUTHERN ENGINEERING PAGE 10 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
Though not encountered during the subsurface exploration, we anticipate that existing fill
materials, buried debris or other undesirable materials may be encountered during site work
operations. We recommend that the budget include a contingency for removal and
replacement of unsuitable materials with new structural fill and for lime -soil drying and
stabilization and rock excavation and blasting. Additionally, the unit rates should be developed
for these services.
Foundation Type Discussion
Foundations transfer the concentrated loads imparted by the structure to the underlying
subsurface materials. Foundations are typically divided into two types, conventional "shallow"
spread footings and deep foundations (driven and auger cast piles, drilled shafts, micro -piles,
etc.). Conventional spread column and continuous wall foundations are generally the most
economical (lower cost) foundation type to support a structure when compared to deep
foundations in this area. Spread foundations are generally selected due to their lower cost
when the subsurface materials are conducive for the footings to bear at shallow depths.
Selecting shallow spread footings versed deep foundations does come with certain risks which
may not be reliability predicted. The most common risk is usually related to a higher potential
for excessive foundation settlement due to the presence of soft, loose, expansive, and unstable
materials within the foundation influence zone (under and adjacent 45-degree splay of the
footing). This risk can be reduced to some degree during site preparation, grading and
construction by conscientious contractors in combination with observations and testing by
Southern Engineering, but it cannot be completely eliminated. Where these materials are
discovered, remediation, such as compacting, undercutting and replacement, etc., can occur
prior to and during foundation construction. However, these materials may remain undetected
or degrade due to inclement weather, excavation activities (digging, trenching, and excavation),
erosion and poor grading.
If minimization of the above -described risk and other uncertainties is desired or essential, more
expensive deep foundations should be considered for this project. We are pleased to provide
recommendations for deep foundations, if desired.
Engineering Analysis
Two requirements must be fulfilled in the design of foundations. First, the load must be less
than the ultimate bearing capacity of the supporting foundation soils to prevent overall shear
failure in the soils that support them and to maintain stability. Second, the foundation
settlement must not be excessive (the term excessive is relative, because the degree of
6 SOUTHERN ENGINEERING PAGE 11 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
settlement allowed for a structure depends on several considerations) and resulting in adverse
behavior of the structure. Allowable settlement is usually exceeded before general shear
bearing capacity considerations become important. Thus, the allowable soil bearing pressure
is normally controlled by settlement considerations.
Settlement of non -cohesive materials, such as sand and silt, due to pressure applied by
foundations occur almost immediately upon application of load. In this case, nearly all of the
settlement of the foundations due to dead loads is expected to occur during construction. The
portion of settlement due to the live load will generally take place soon after the first application
of this load. The amount of settlement that a structure founded on sand will experience is
governed by the relative density of the material, the sizes and depths of the foundations, and
the pressure imposed on the soil by the foundation.
Foundation Recommendations
After site preparation and site grading have been completed, it is our opinion that the planned
construction may be supported on conventional shallow foundations. We recommend that a
design allowable soil bearing pressure of 2,000 pounds per square foot (psf) for shallow
foundation design.
The design bearing pressure is contingent on the foundations bearing in the natural sandy Silt
(USCS MQ or silty Sand (USCS SM) or in new structural fill. New footings should not bear on soft
or loose subgrade nor on expansive soil types. If this condition is encountered, the unsuitable
materials should be removed and replaced with lean concrete or other suitable material.
Alternatively, the foundations could be lowered to competent bearing materials.
Fat Clay (CH) and elastic Silt (MH) should be prohibited from support of building foundations
and slabs -on -grade. If these materials are encountered, footings can be lowered to extend
through these materials and bear on firm underlying materials. Alternatively, the excavation
can be filled with concrete to form a sub -foundation. Foundations should bear not less than 4
feet below the existing ground surface where fat Clay (CH) and elastic Silt (MH) materials are
entered at depth.
Assuming that the design recommendations provided in this report are utilized, we estimate
that total foundation settlements will be less than 1 inch. Differential settlement between
adjacent columns is expected to be on the order one-half of the total settlement.
The foundation subgrade soils are subject to deterioration under wet conditions. We
recommend that the final design for the building should facilitate the collection of surface
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BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
runoff and direct it away from the building foundations. The roof should utilize a gutter and
down spout system (or other suitable system) to divert water away from the structures.
Downspouts should be collected and conveyed into the storm sewer when possible.
The footings should bear at a minimum depth of 12 inches below the prevailing exterior ground
surface elevation to minimize the potential damage due to frost heave, as required by Code.
Footings should have a minimum width of 18 inches for wall footings and 24 inches for isolated
column footings to prevent general bearing capacity failure in isolated weak bearing soils.
Excavation within the foundation influence zone of existing and new building construction
should be prohibited. The foundation influence zone is defined as extending laterally from the
top of footing plus 45 degrees extending away from the footing in each direction. Excavation
within the foundation influence zone may result in undermining footings, foundation
settlement, soil bearing capacity failure and building damage in the future.
New foundations installed adjacent to existing foundations should bear at the same elevation.
Underpinning of existing foundations may be required where new foundations or excavations
occur within an existing foundation influence zone. Foundations should not bear in the
reinforced zone for segmental retaining walls (SRW) and the active wedge for both SRW and
other retaining wall types.
Foundation soil bearing surface evaluations should be performed in the foundation's
excavation prior to placement of reinforcing steel. These evaluations should be performed by
a representative of the Geotechnical Engineer to confirm that the design allowable soil bearing
pressure is available. The foundation bearing surface evaluations should be performed using
a combination of visual observation and dynamic cone penetrometer testing.
Dynamic cone penetrometer testing, as described in ASTM STP-399, should be performed in
each column footing and at intervals of 15 feet in continuous wall footings, or as deemed
sufficient by the Geotechnical Engineer. Where reinforcing steel is placed in the foundations,
an inspection must be conducted to observe that specified chairs or supports are provided and
that the reinforcing steel is properly positioned, as specified.
$ SOUTHERN ENGINEERING PAGE 13 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
Concrete Slabs -On -Grade
We recommend that a design modulus of subgrade reaction value of 100 pci be used for
concrete slabs -on -grade. This recommended value assumes that the site preparation is done
in accordance with the recommendations of this report and the upper 12 inches of subgrade
soils are compacted structural fill to a minimum of 100 percent of their standard Proctor
(ASTM D-698) maximum dry density.
To prevent the capillary rise of water from adversely affecting the concrete slab -on -grade floor
systems, we recommend that slab -on -grade construction be underlain by a minimum 4-inch
layer of open graded stone when required by code. The open -graded gravel and gravel
thickness should be in accordance with applicable building code and local jurisdictional
requirements. The use of No. 57 open -graded crushed stone meeting the AASHTO
specifications is suggested.
When the building code requires damp -proofing, a membrane of 10-mil polyethylene with
joints lapped not less than 6 inches beneath ground slabs is recommended. joints in the
membrane should be lapped and sealed in accordance with the manufacturer's installation
instructions.
Construction activities and exposure to the environment often cause deterioration of the
prepared slab -on -grade subgrade. Therefore, we recommend that the subgrade soils be
evaluated by a representative of the Geotechnical Engineer immediately prior to floor slab
construction. This evaluation may include a combination of visual observations, proofroll
observations, and field density tests to verify that the subgrade has been properly prepared. If
soft or loose areas are encountered, recommendations for remedial measures should be
provided by the Geotechnical Engineer.
Seismic Site Class
Based upon the guidelines presented in the North Carolina State Building Code and the average
properties of the soils encountered in the soundings, the site class most applicable to the site
is Site Class D.
In -situ shear wave velocity testing can be performed to refine the seismic site class according
to the building code. A site -specific evaluation can be performed to account for the regional
seismicity and geology, the expected recurrence rates, and maximum magnitude of events on
known faults and source zones. The results of a site -specific evaluation may result in reduced
design spectral response accelerations.
6 SOUTHERN ENGINEERING PAGE 14 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
Earth Pressure
We understand that certain walls for the project may be located below the final ground surface
and must therefore be designed to resist lateral earth pressure. Retaining walls which also
serve as foundation walls will typically be restrained at the top of the wall and will be essentially
unable to rotate under the action of earth pressure. Such walls should therefore be designed
for the "at rest" stress conditions. For retaining walls which can move outward at the top and
are free to rotate about its base, the active state of stress may be used for wall design. For the
evaluation of the resistance of soil to lateral loads, which is frequently necessary for evaluating
the stability of retaining walls, and laterally loaded foundations; the passive earth pressure
must be calculated. For these types of on -site soil materials, we provide the following earth
pressure coefficients:
Active
0.33
At Rest
0.5
Passive
3.0
It should be noted that full development of passive pressure requires deflections toward the
soil mass on the order of 1.0% to 4.0% of total wall height. For analysis of sliding resistance of
the base of a retaining wall, the coefficient of friction may be taken as 0.4 for the soils at the
project site. The force which resists the base sliding is calculated by multiplying the normal
force on the base by the coefficient of friction. Full development of the frictional force could
require deflection of the base of roughly 0.1 to 0.3 inches. The above design recommendations
assume that the wall backfill will be horizontal; that the backfill will be compacted to 95 percent
of standard Proctor maximum dry density; no safety factor is included; any surcharge is not
considered; and wall friction is negligible.
For convenience, equivalent fluid densities are frequently used for the calculation of lateral
earth pressures. For "at rest" stress conditions, an equivalent fluid density of 60 pcf may be
used. For the "active" state of stress an equivalent fluid density of 40 pcf may be used. These
equivalent fluid densities are based on the assumptions that drainage behind the retaining wall
will allow no development of hydrostatic pressure; that native sandy silts or silty sands will be
used as backfill; that the backfill soils will be compacted to 95 percent of standard Proctor
maximum dry density; that backfill will be horizontal; and that no surcharge loads will be
applied. We have included a depictive diagram in the Appendix.
Segmental retaining walls (SRW) should be designed in accordance with the most current
edition and latest revision of the Best Practices Guide for the Specification, Design,
Construction and Inspection of SRW Systems prepared by the National Concrete Masonry
Association (NCMA Publication Number: TR308).
SOUTHERN ENGINEERING PAGE 15 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
Excavation Characteristics
For the purpose of discussing excavation characteristics; the materials found in the test borings
may be placed into three broad categories: existing fill and residual soils, partially weathered
rock and bedrock.
Most of the existing fill and residual soils at the project site should generally be excavatable
with conventional soil excavation equipment, such as scrapers, loaders, etc. However, residual
soils having penetration resistances ranging from 50 to 100 blows per foot may prove to be
difficult to excavate using scrapers. These hard soils may require the use of heavy dozers or
loaders to effectively achieve excavation. It is possible that hard soils may require ripping in
some instances.
Although materials identified as partially weathered rock may in some cases be excavated with
conventional soil excavation equipment, we believe that it is prudent to assume that partially
weathered rock will require ripping to efficiently achieve excavation. The thickness and the
continuity of partially weathered rock should be expected to vary widely even over a relatively
short distance. Additionally, it would not be unusual to find lenses of partially weathered rock
within more weathered residual soils.
Ripping can probably best be achieved with a single -tooth ripper mounted on a large tractor
such as a Caterpillar D-8 or larger. In small area excavations, such as footing and utility
trenches, excavation of partially weathered rock may require the use of track mounted
backhoes, or pneumatic jackhammers.
None of the soil test borings encountered rock to the depths of boring termination. The term
rock, as used in this report, refers to material that would prevent further advancement of the
test boring using conventional soil drilling techniques. The depth at which this occurs is known
as "auger refusal". For preliminary planning purposes, it may be prudent to assume that rock
occurs only a short depth below the termination depths of the borings, and that blasting will be
required for materials identified as rock.
It is important to note that the depth to rock or partially weathered rock may vary quite rapidly
over relatively short distances. It would not be unusual for rock or partially weathered rock to
occur at higher elevations between or around the soil test borings.
SOUTHERN ENGINEERING PAGE 16 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
Pavement Considerations
In designing flexible pavements for parking lots or roadways, the existing subgrade conditions
must be considered together with the expected traffic use and loading conditions. The
conditions that will influence the design can be summarized as follows:
1. Bearing values of the subgrade can be represented by a California Bearing Ratio (CBR)
for the design of flexible pavements or a Modulus of Subgrade Reaction (k) for rigid
pavement structures.
2. Groundwater conditions, variations in water levels, expansive considerations, and the
necessity for underdrains
3. Vehicular traffic, in terms of the number and frequency of vehicles and their range of
axle loads.
4. Probable increase in vehicular use over the life of the pavement.
5. The availability of suitable materials to be used in the construction of the pavement and
their relative costs.
Generally, flexible pavements derive their strength from:
1. The existing subgrade soils.
2. Any additional compacted fill soils.
3. Stabilization of the subgrade.
4. The base course.
5. The asphaltic concrete.
The strength of granular soils may be increased by proof compacting or by stabilization with
cement, whereas the stability of clay subgrades may be increased byvarious methods including
soil compaction and lime stabilization. Subgrades of higher strength generally require less
pavement thickness.
Based on the results of the soil test borings performed in the building area, we anticipate that
the subgrade soils within the proposed pavement areas to consist primarily of silty or sandy
soil types. The California Bearing Ratio (CBR) for these soils may reasonably range from
approximately 1 to 3, if the subgrade soils are uniformly compacted to a minimum of 100% of
the standard Proctor (ASTM D698) maximum dry density in the upper 12 inches.
The following flexible (asphalt) and rigid (Portland cement) pavement sections are provided for
use this project. We have considered typical pavement vehicle usage (school busses, cars,
delivery trucks and the occasional semi -truck) and a 20-year design life.
6 SOUTHERN ENGINEERING PAGE 17 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
Heavy Duty Asphalt Paving
3-inches Surface Course (SF 9.5B)
8-inches ABC Stone Base Course
Light Duty Asphalt Paving
2-inches Surface Course (SF 9.5B)
6-inches ABC Stone Base Course
Rigid Concrete Pavements
6-inches Unreinforced Concrete (f'c = 4,000 psi @ 28 days), Air Entrained (5 to 7%),
Proportioned for Severe Exposure
4-inches ABC Stone Base Course
Asphalt pavement, Portland cement concrete ABC stone base course and soil subgrade should
be constructed in accordance with the requirements of ACI and NCDOT. NCDOT approved
asphalt job mix formulas OMF) are recommended. NCDOT off -site improvements, such as road
widenings and turning lanes, should be constructed in accordance with NCDOT requirements.
SOUTHERN ENGINEERING PAGE 18 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
Structural Fill and Backfill
In order to achieve high -density structural fill, the following recommendations are offered:
(1) Materials selected for use as structural fill should be free of organic matter, waste
construction debris, and other deleterious materials. The material should not
contain rocks having a dimension over 3 inches. The following soils are typically
suitable for use as structural fill and are abundant in the Piedmont Physiographic
region: (CL), (ML), (SM), (SC), (SW), (SP), (SP-SM), (SP-SC) and gravels. However, the
soils should not have liquid limits in excess of 40 or plasticity indexes greater than
12, unless otherwise accepted by the geotechnical engineer.
Materials selected as off -site borrow for use as structural fill should have a liquid
limit not to exceed 40 and a plasticity index no greater than 12. The following soil
types should be considered unsuitable for approved off -site borrow: (MH), (CL), (CH),
(OIL), (OH), and (Pt). We anticipate that the on -site soils classified as ML and SM will
be suitable for re -use as structural fill. Some moisture conditioning, such as
scarifying and drying, may be required to allow for efficient compaction.
(2) Laboratory Proctor compaction tests and classification tests should be performed
borrow material to determine acceptability and for quality control. The moisture
content of structural fill should generally not be more than 3 percentage points
above or more than 3 percentage points below optimum moisture content. More
stringent moisture limits may be necessary with certain soils. Permanent pond
embankments backfill should be compacted wet of the optimum moisture content.
(3) Suitable fill material should be placed in thin lifts (lift thickness depends on type of
compaction equipment, but maximum lifts of 8-inch is recommended). Soil should
be compacted by mechanical means such as a vibrating sheep's foot or a smooth
drummed vibratory roller. Within small excavations, the use of gasoline powered
tamps or diesel sled tamps is recommended to achieve the specified compaction.
Lift thickness of 4 to 6 inches is recommended in small or confined area fills.
(4) Structural fill should be compacted to a minimum of 95% of the standard Proctor
maximum dry density (ASTM Specification D698). Structural fill deeper than 10 feet
should be compacted to at least 98% of ASTM D-698. The upper 12" of pavement or
slab subgrade should be compacted to not less than 100% of ASTM D698.
(5) The Geotechnical Engineer's soil engineering technician should perform density tests
during fill placement to verify the specified compaction is achieved.
6 SOUTHERN ENGINEERING PAGE 19 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
Excavation Considerations
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. All excavations should comply with
applicable local, state, and federal safety regulations including the current North Carolina and
OSHA Excavation and Trench Safety Standards. Construction site safety is the sole
responsibility of the contractor for the means, methods, and sequencing of construction
operations.
We are providing this information solely as a service to our client. Under no circumstances
should the information provided herein be interpreted to mean that Southern Engineering is
assuming responsibility for construction site safety or the contractor's activities; such
responsibility is not being implied and should not be inferred.
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.
Specifically, the current OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926
and North Carolina requirements should be followed. It is our understanding that these
regulations are being strictly enforced and if they are not closely followed, the owner and the
contractor could be liable for substantial penalties.
The contractor'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. If an excavation,
including a trench, is extended to a depth of more than twenty (20) feet, it will be necessary to
have the side slopes designed by a professional engineer registered in the State of North
Carolina.
Materials removed from the excavation should not be stockpiled immediately adjacent to the
excavation, as the load may cause a sudden collapse of the embankment. Slope stability
analysis should be performed to determine the factor of safety for cut or fill slopes.
The contractor's "responsible person" should establish a minimum lateral distance from the
crest of the slope for all vehicles and spoil piles. Likewise, the contractor's "responsible person"
should establish protective measures for exposed slope faces.
SOUTHERN ENGINEERING PAGE 20 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
Permanent Ponds and Basins
Clearing, grubbing, and stripping of the foundation and abutment areas of the planned
embankments should be performed in accordance with the site preparation recommendations
provided in this report. After these operations are complete, the subgrade should be observed
and proofrolled by the geotechnical engineer. Proofrolling operations should be performed
with a loaded (20-ton minimum) dump truck.
If soft or unsuitable materials are discovered during the proofrolling operations, these
materials should be removed and replaced with compacted fill. Where rock is exposed after
stripping or undercutting, all loose materials should be removed prior to placing the compacted
fill. Rock subgrades should be observed by the geotechnical engineer prior to placement of
compacted fill. Subgrade for planned conduits and structures should be observed and
approved by the geotechnical engineer prior to installation. Fill should not be placed prior to
performing the required foundation and abutment preparations. The contractor should be
responsible for removal and control of surface water and groundwater.
Compacted fill should extend to the fill limits, lines and grades indicated by the approved
construction plan. Compacted fill materials should consist of USCS soil types of MH, CL, and
CH. Off -site borrow should be approved by the geotechnical engineer prior to hauling and
placement. Compacted fill should be free of organic materials, rubbish, frozen soil, snow, ice,
particles with sizes larger than 3 inches or other deleterious materials. Compacted fill should
be placed in horizontal layers of 8 to 12-inch loose lift thickness. The moisture content of the
fill should be controlled such that the materials are at or as much as 3 percent greater than the
optimum moisture content. Each layer should be compacted to not less than 95 percent of the
Standard Moisture Density Relationship (ASTM D-698). Soil lifts that become smooth under
compaction or construction traffic should be scarified to a depth of 2 inches to provide
adequate bonding between layers. Soil compaction testing should be performed to determine
the in -place density and moisture content during construction.
Permanent embankments should not exceed slopes greater than 3 horizontals to 1 vertical. In
service, the dam embankment should maintain a thick, healthy grass cover over the
embankment. The grass should be cut to prevent growth heights greater than 8 inches. The
embankment should be kept free of trees and brush. All erosion gullies, bare areas, paths,
animal burrows or other occurrences should be repaired promptly. Spillway structures should
be periodically cleared of debris and should be observed for blockage after significant rainfall
event. Annual inspections of dam embankments are recommended to confirm long-term
function.
SOUTHERN ENGINEERING PAGE 21 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
RECOMMENDED CONSTRUCTION SERVICES
Additional foundation engineering, testing, and consulting services recommended for this
project are summarized below:
(1) Proofrolling Observation and Compaction Testing: Proofrolling should be performed
by Southern Engineering at the site prior to the placement of additional fill to
determine if remedial measures are necessary. Additionally, soil compaction testing
should be performed during earthwork operations to verify that the required degree
of compaction has been achieved by the site contractor.
(2) Footing and Floor Slab Evaluations: It is recommended that footing and slab areas
for this project be evaluated by Southern Engineering. The purpose of these
evaluations will be to verify that the design soil bearing pressure is available and that
subgrade areas are properly prepared.
(3) Concrete Quality Control Testing: It is recommended that Portland cement concrete
placed for foundations, slabs on grade, sidewalks, curb and gutter and rigid
pavements (dumpster enclosure pad) for this project be tested by
Southern Engineering. The purpose of these evaluations will be to verify that the 28-
day design compressive strength is available.
The recommendations conveyed in this report have been based upon information derived from
limited sampling and testing. Accordingly, the recommendations' appropriateness cannot be
evaluated until Southern Engineering learns more about actual subsurface conditions by
observing earthwork in the field, at which time Southern Engineering will finalize its
recommendations. It is in the best interest of the Client to retain Southern Engineering to
observe earthwork operations with respect to the contractor's compliance with design
concepts, specifications, and recommendations, and to help develop alternative
recommendations if the conditions observed differ from those inferred to exist.
No entity can be as familiar with the design concepts inherent in these recommendations as
Southern Engineering. Accordingly, only observations by Southern Engineering can permit
Southern Engineering to finalize its recommendations and enhance the likelihood of the design
concept being adequately considered during implementation of its recommendations.
Southern Engineering appreciates the opportunity to work with you during the design phase of
this project. We are prepared to provide the recommended construction materials testing and
special inspection services during the construction phase.
6 SOUTHERN ENGINEERING PAGE 22 OF 23

BC Construction Group
Youngsville Academy High School Facility
Youngsville, North Carolina
September 21, 2022 1 Project #22-578
APPENDIX
SOUTHERN ENGINEERING PAGE 23 OF 23

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

This Report's Recommendations Are
Confirmation -Dependent
The recommendations included in this report - including any options
or alternatives - are confirmation -dependent. In other words, they are
not final, because the geotechnical engineer who developed them relied
heavily on judgment and opinion to do so. Your geotechnical engineer
can finalize the recommendations only after observing actual subsurface
conditions revealed during construction. If through observation your
geotechnical engineer confirms that the conditions assumed to exist
actually do exist, the recommendations can be relied upon, assuming
no other changes have occurred. The geotechnical engineer who prepared
this report cannot assume responsibility or liability for confirmation -
dependent recommendations if you fail to retain that engineer to perform
construction observation.
This Report Could Be Misinterpreted
Other design professionals' misinterpretation of geotechnical-
engineering reports has resulted in costly problems. Confront that risk
by having your geotechnical engineer serve as a full-time member of the
design team, to:
• confer with other design -team members,
help develop specifications,
• review pertinent elements of other design professionals'
plans and specifications, and
be on hand quickly whenever geotechnical-engineering
guidance is needed.
You should also confront the risk of constructors misinterpreting this
report. Do so by retaining your geotechnical engineer to participate in
prebid and preconstruction conferences and to perform construction
observation.
Give Constructors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can shift
unanticipated -subsurface -conditions liability to constructors by limiting
the information they provide for bid preparation. To help prevent
the costly, contentious problems this practice has caused, include the
complete geotechnical-engineering report, along with any attachments
or appendices, with your contract documents, but be certain to note
conspicuously that you've included the material for informational
purposes only. To avoid misunderstanding, you may also want to note
that "informational purposes" means constructors have no right to rely
on the interpretations, opinions, conclusions, or recommendations in
the report, but they may rely on the factual data relative to the specific
times, locations, and depths/elevations referenced. Be certain that
constructors know they may learn about specific project requirements,
including options selected from the report, only from the design
drawings and specifications. Remind constructors that they may
perform their own studies if they want to, and be sure to allow enough
time to permit them to do so. Only then might you be in a position
to give constructors the information available to you, while requiring
them to at least share some of the financial responsibilities stemming
from unanticipated conditions. Conducting prebid and preconstruction
conferences can also be valuable in this respect.
Read Responsibility Provisions Closely
Some client representatives, design professionals, and constructors do
not realize that geotechnical engineering is far less exact than other
engineering disciplines. That lack of understanding has nurtured
unrealistic expectations that have resulted in disappointments, delays,
cost overruns, claims, and disputes. To confront that risk, geotechnical
engineers commonly include explanatory provisions in their reports.
Sometimes labeled "limitations;' many of these provisions indicate
where geotechnical engineers' responsibilities begin and end, to help
others recognize their own responsibilities and risks. Read these
provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenviron mental Concerns Are Not Covered
The personnel, equipment, and techniques used to perform an
environmental study - e.g., a "phase -one" or "phase -two" environmental
site assessment - differ significantly from those used to perform
a geotechnical-engineering study. For that reason, a geotechnical-
engineering report does not usually relate any environmental findings,
conclusions, or recommendations; e.g., about the likelihood of
encountering underground storage tanks or regulated contaminants.
Unanticipated subsurface environmental problems have led to project
failures. If you have not yet obtained your own environmental
information, ask your geotechnical consultant for risk -management
guidance. As a general rule, do not rely on an environmental report
prepared for a different client, site, or project, or that is more than six
months old.
Obtain Professional Assistance to Deal with Moisture
Infiltration and Mold
While your geotechnical engineer may have addressed groundwater,
water infiltration, or similar issues in this report, none of the engineer's
services were designed, conducted, or intended to prevent uncontrolled
migration of moisture - including water vapor - from the soil through
building slabs and walls and into the building interior, where it can
cause mold growth and material -performance deficiencies. Accordingly,
proper implementation of the geotechnical engineer's recommendations
will not of itself be sufficient to prevent moisture infiltration. Confront
the risk of moisture infiltration by including building -envelope or mold
specialists on the design team. Geotechnical engineers are not building -
envelope or mold specialists.
GEOPROFESSIONAL
BUSINESS
&EPA 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

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Adapted from Concept Plan (Sheet 1.0) prepared by Cole dated 05/20/2022
LEGEND
-Approx. Soil Boring
Location
16 SOUTHERN
ENGINEERING
Consulting I Testing I Sere W I.V, ons
6120 Brookshire Boulevard, Ste A, Charlotte, NC 28216
[phone] 1 [phone] 1 Fax: [phone]
YOUNGSVILLE ACADEMY
SUBSURFACE EXPLORATION PLAN
q
BC CONSTRUCTION GROUP I July 8, 2022 1

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Adapted from Concept Plan (Sheet 1.0) prepared by Cole dated 05/20/2022
LEGEND I
-Approx. DMT Sounding
Location
SOUTHERN
ENGINEERING
C.-Olmg I T-tmg I Sp-1 ln.i 1ian.
6120 Brookshire Boulevard, Ste A, Charlotte, NC 28216
[phone] 1 [phone] 1 Fax: [phone]
YOUNGSVILLE ACADEMY
SUBSURFACE EXPLORATION PLAN
BC CONSTRUCTION GROUP September 16, 2022
Figure 2 REF Not Drawn To Scale ProjectNo.:22-565

FIELD CLASSIFICATION SYSTEM FOR SOILS
Densi
Very Loose
Loose
Medium Dense
Dense
Very Dense
Consistency
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
NON -COHESIVE SOILS
(Silt, Sand, Gravel and Combinations)
Blows per Foot
Particle Size Identification
- 4 or less
Boulders
- > 10 inches
- 4 to 10
Cobbles
- 3 to 10 inches
- 10 to 30
Gravel
- Coarse: 3/4 to 3 in
- 30 to 50
Fine: 3/4 in to 4.75 rum
- 50 or more
Sand
- Coarse: 4.75 to 2 rum
Medium: 2 to 425-µm
Fine: 475 to 75-µm
Silt & Clay
- < 75-µm
COHESIVE SOILS
(Clay, Silt, and Combinations)
Blows per Foot
- 2 or less
-2to4
-4to8
-8to15
-15to30
- 30 or more
Plastid
Degree
PI
None to Slight
0 to 4
Slight
5 to 7
Medium
8 to 22
High
22 and over
Classification on records of subsurface exploration are made by visual inspection of samples.
Standard Penetration Test - A 2" O.D. (1 3/8" I.D.) sampler is driven a distance of one foot
into undisturbed soil with a 140 pound hammer free falling 30 inches. Southern Engineering
will customarily drive the spoon six inches to seat into undisturbed soil prior to performing
the test. The number of times the sampler is struck with the hammer is recorded for each six
inches of penetration on the drill log; e.g., 4-6-3. The `N' value can be calculated by adding
the last two numbers; e.g., 6+3=9. The procedure for the standard penetration test is defined
in ASTM D 1586-08.
Groundwater - The groundwater level is recorded during and after the drilling operations
and recorded on the drill log at the time indicated. The actual groundwater level may
fluctuate due to weather conditions, site topography, adjacent construction or changed land
use. Multiple groundwater levels exist; the groundwater level indicated on the log may be a
perched condition
SOUTHERNENGINEERINGAND TESTING, P.C.
6120-A Brookshire Boulevard, Charlotte, NC 28216
[phone] Office • [phone] Office 2 • [phone] Fax

Southern Engineering and Testing, P.C. KEY TO SYMBOLS
SOUTHERN 6120 Brookshire Blvd, Ste A
Charlotte, NC 28216
ENGINEERING Telephone: [phone]
C­ lt;,,,; I Tesn,,,; I special 1-pectio- Fax: [phone]
CLIENT BC Construction Group PROJECT NAME You ngsviIle Academy
PROJECT NUMBER 22-578 PROJECT LOCATION Youngsville, North Carolina
LITHOLOGIC SYMBOLS
SAMPLER SYMBOLS
(Unified Soil Classification System)
Standard Penetration Test
® CH: USCS High Plasticity Clay
FACL: USCS Low Plasticity Clay
INML: USCS Silt
F] PWR: Partially Weathered Rock
SC: USCS Clayey Sand
SM: USCS Silty Sand
TOPSOIL: Topsoil
WELL CONSTRUCTION SYMBOLS
ABBREVIATIONS
LL LIQUID LIMIT (%) TV - TORVANE
PI PLASTIC INDEX (%) PID - PHOTOIONIZATION DETECTOR
W MOISTURE CONTENT (%) UC -UNCONFINED COMPRESSION
DID DRY DENSITY (PCF) ppm - PARTS PER MILLION
NP NON PLASTIC Water Level at Time
-200 PERCENT PASSING NO. 200 SIEVE Drilling, or as Shown
PP POCKET PENETROMETER (TSF) Water Level at End of
1
Drilling, or as Shown
Water Level After 24
Hours, or as Shown

Southern Engineering and Testing, P.C. BORING NUMBER 578-1
SOUTHERN 6120 Brookshire Blvd, Ste A PAGE 1 OF 2
SCharlotte, NC 28216
ENGINEERING Telephone: [phone]
I n,.ri"�" I "p-i.,i 1—p.,ti—I Fax: [phone]
CLIENT BC Construction Group PROJECT NAME Youngsville Academy
PROJECT NUMBER 22-578 PROJECT LOCATION Youngsville, North Carolina
DATE STARTED 6/28/22 COMPLETED 6/28/22 GROUND ELEVATION 438 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUND WATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY WEL CHECKED BY WEL AT END OF DRILLING ---
NOTES TMG MC-23 TRACK RIG AFTER DRILLING ---
A SPT N VALUE A
U
} M
>
c w
w
�
20 40 60 80
=0
~m
_
w❑
�z�
0-
~
PL MC LL
a 0
MATERIAL DESCRIPTION
J g
> 0
0❑ Q
w
z
o
rr
a ❑
0—
m 0 >
v "
}
20 40 60 80
C7
Q z
w
U z
0
M
ElFINES CONTENT (%) ElU
0-0
0.0
20 40 60 80
(OL) TOPSOIL (Appoximately 8 inches)
SANDY SILT, (ML) reddish brown, moist, stiff, mica, RESIDUUM
SPT
100
411-6
( )
2.5
SPT
100
3-5-5
( )
5.0
.............. : ............... : .......
SANDY SILT, (ML) reddish brown and dark brown, moist, medium
stiff, mica, manganese
......................................
SPT
78
7-4-4
3
(8)
7.5
SPT
100
3-3-4
4
(7)
......:.......
10.0
SILTY SAND, (SM) reddish brown, moist, loose, mica
12.5
....... :.......:....... :.......
SPT
100
2-2-4
5
(6)
15.0
(Continued Next Page)

Southern Engineering and Testing, P.C.
BORING NUMBER 578-1
SOUTHERN 6120 Brookshire Blvd, Ste A
PAGE 2 OF 2
Charlotte, NC 28216
ENGINEERING Telephone: [phone]
Consulting I Testing I Special Inspections Fax: [phone]
CLIENT BC Construction Group PROJECT NAME
Younqsville Academy
PROJECT NUMBER 22-578 PROJECT LOCATION
Younqsville, North Carolina
A SPT N VALUE A
U
=0
} M
~m
> _
w❑
U w
w
��
�
~"
20 40 60 80
PL MC LL
0-0
MATERIAL DESCRIPTION
J g
> 0
0z-i
0❑ Q
w
z Q
I--�I
o
rr
a ❑
0—
m 0 >
v "
} "
20 40 60 80
ElFINES CONTENT (%) ElU
C7
Q z
w
U z
0
M
0-
❑
20 40 60 80
SILTY SAND, (SM) reddish brown, moist, loose, mica (continued)
17.5
SILTY SAND, (SM) brown and orange, moist, medium dense,
mica, manganese
SPT
67
4-6-7
6
(13)
20.0
Bottom of borehole at 20.0 feet.

Southern Engineering and Testing, P.C. BORING NUMBER 578-2
SOUTHERN 6120 Brookshire Blvd, Ste A PAGE 1 OF 2
SCharlotte, NC 28216
ENGINEERING Telephone: [phone]
I n,.ri"�" I "p-i.,i 1—p.,ti—I Fax: [phone]
CLIENT BC Construction Group PROJECT NAME Youngsville Academy
PROJECT NUMBER 22-578 PROJECT LOCATION Youngsville, North Carolina
DATE STARTED 6/28/22 COMPLETED 6/28/22 GROUND ELEVATION 442 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUND WATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY WEL CHECKED BY WEL AT END OF DRILLING ---
NOTES TMG MC-23 TRACK RIG AFTER DRILLING ---
A SPT N VALUE A
U
} M
>
c w
w
�
20 40 60 80
=0
~m
_
w❑
�z�
0-
~
PL MC LL
a 0
MATERIAL DESCRIPTION
J g
> 0
0❑ Q
w
z
o
rr
a ❑
0—
m 0 >
v "
}
20 40 60 80
C7
Q z
w
U z
0
M
ElFINES CONTENT (%) ElU
0-0
0.0
20 40 60 80
(OL) TOPSOIL (Appoximately 8 inches)
SANDY LEAN CLAY, (CL) reddish brown, dry, stiff, mica,
RESIDUUM
SPT
89
4 -6
�..:............... :.......
()
......
.:....... :....... :....... :.......
2.5
SILTY SAND, (SM) orangeish brown, moist, loose, mica
SPT89
5 �5
0....;0.... ....
( )
5.0
...............
: .......:....... : .......
SILTY SAND, (SM) reddish orange, moist, loose, mica
SPT
83
2-4-5
3
(9)
7.5
SILTY SAND, (SM) reddish orange and tan, moist, medium dense,
mica......................................
SPT
83
3 j6
+............................
( )
10.0
12.5
SILTY SAND, (SM) tan and pink, moist, loose, mica, manganese
SPT
78
3-4-4
i
5
(8)
15.0
(Continued Next Page)

Southern Engineering and Testing, P.C.
BORING NUMBER 578-2
SOUTHERN 6120 Brookshire Blvd, Ste A
PAGE 2 OF 2
Charlotte, NC 28216
ENGINEERING Telephone: [phone]
Consulting I Testing I Special Inspections Fax: [phone]
CLIENT BC Construction Group PROJECT NAME
Younqsville Academy
PROJECT NUMBER 22-578 PROJECT LOCATION
Younqsville, North Carolina
A SPT N VALUE A
U
=0
} M
~m
> _
w❑
U w
w
��
�
~"
20 40 60 80
PL MC LL
0-0
MATERIAL DESCRIPTION
J g
> 0
0z-i
0❑ Q
w
z Q
I--�I
o
rr
a ❑
0—
m 0 >
v "
} "
20 40 60 80
ElFINES CONTENT (%) ElU
C7
Q z
w
U z
0
M
0-
❑
20 40 60 80
SILTY SAND, (SM) tan and pink, moist, loose, mica, manganese
(continued)
17.5
SILTY SAND, (SM) tan and whiteish pink, moist, medium dense,
mica, manganese
SPT
89
4-5-6
6
(11)
20.0
Bottom of borehole at 20.0 feet.

Southern Engineering and Testing, P.C. BORING NUMBER 578-3
SOUTHERN 6120 Brookshire Blvd, Ste A PAGE 1 OF 2
SCharlotte, NC 28216
ENGINEERING Telephone: [phone]
I n,.ri"�" I "p-i.,i 1—p.,ti—I Fax: [phone]
CLIENT BC Construction Group PROJECT NAME Youngsville Academy
PROJECT NUMBER 22-578 PROJECT LOCATION Youngsville, North Carolina
DATE STARTED 6/28/22 COMPLETED 6/28/22 GROUND ELEVATION 443 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUND WATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY WEL CHECKED BY WEL AT END OF DRILLING ---
NOTES TMG MC-23 TRACK RIG AFTER DRILLING ---
A SPT N VALUE A
U
} M
>
c w
w
�
20 40 60 80
=0
~m
_
w❑
�z�
0-
~
PL MC LL
a 0
MATERIAL DESCRIPTION
J g
> 0
0❑ Q
w
z
o
rr
a ❑
0—
m 0 >
v "
}
20 40 60 80
C7
Q z
w
U z
0
M
ElFINES CONTENT (%) ElU
0-0
0.0
20 40 60 80
(OL) TOPSOIL (Appoximately 8 inches)
SANDY LEAN CLAY, (CL) reddish orange, dry, stiff, mica,
RESIDUUM
SPT
94
5 49
.....:............... :.......
( )
.... ..:....... :....... :....... :.......
2.5
......:...............................
CLAYEY SAND, (SC) orange and white, moist, medium dense,
mica
SPT
83
3-6-5
46
()
5.0.
............... : ............... : .......
SILTY SAND, (SM) reddish orange, moist, loose, mica
SPT
78
3-3-5
3
(8)
7.5
SANDY SILT, (ML) blackish orange and brown, moist, medium
stiff, mica
......................................
SPT
94
4-3-5
.......:.......:.......
4
(8)
�..............:.......:.......
10.0
.............. :...............:.......
SILTY SAND, (SM) tan and whiteish pink, moist, loose, mica
12.5
:
SILTY SAND, (SM) brownish red and pink, moist, loose, mica,
manganese
SPT
94
4-4-6
..............................:.....
•
5
(10)
15.0
.:
(Continued Next Page)

Southern Engineering and Testing, P.C.
BORING NUMBER 578-3
SOUTHERN 6120 Brookshire Blvd, Ste A
PAGE 2 OF 2
Charlotte, NC 28216
ENGINEERING Telephone: [phone]
Consulting I Testing I Special Inspections Fax: [phone]
CLIENT BC Construction Group PROJECT NAME
Younqsville Academy
PROJECT NUMBER 22-578 PROJECT LOCATION
Younqsville, North Carolina
A SPT N VALUE A
U
=0
} M
~m
> _
w❑
U w
w
��
�
~"
20 40 60 80
PL MC LL
0-0
MATERIAL DESCRIPTION
J g
> 0
0z-i
0❑ Q
w
z Q
I--�I
o
rr
a ❑
0—
m 0 >
v "
} "
20 40 60 80
ElFINES CONTENT (%) ElU
C7
Q z
w
U z
0
M
0-
❑
20 40 60 80
SILTY SAND, (SM) brownish red and pink, moist, loose, mica,
manganese (continued)
17.5
SILTY SAND, (SM) brown and whiteish pink, moist, loose, mica
SPT
94
3-4-5
6
(9)
20.0
Bottom of borehole at 20.0 feet.

Southern Engineering and Testing, P.C. BORING NUMBER 578-4
SOUTHERN 6120 Brookshire Blvd, Ste A PAGE 1 OF 2
SCharlotte, NC 28216
ENGINEERING Telephone: [phone]
I n,.ri"�" I "p-i.,i 1—p.,ti—I Fax: [phone]
CLIENT BC Construction Group PROJECT NAME Youngsville Academy
PROJECT NUMBER 22-578 PROJECT LOCATION Youngsville, North Carolina
DATE STARTED 6/28/22 COMPLETED 6/28/22 GROUND ELEVATION 445 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUND WATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY WEL CHECKED BY WEL AT END OF DRILLING ---
NOTES TMG MC-23 TRACK RIG AFTER DRILLING ---
A SPT N VALUE A
U
} M
>
c w
w
�
20 40 60 80
=0
~m
_
w❑
�z�
0-
~
PL MC LL
a 0
MATERIAL DESCRIPTION
J g
> 0
0❑ Q
w
z
o
rr
a ❑
0—
m 0 >
v "
}
20 40 60 80
C7
Q z
w
U z
0
M
ElFINES CONTENT (%) ElU
0-0
0.0
20 40 60 80
(OL) TOPSOIL (Appoximately 8 inches)
SANDY FAT CLAY, (CH) orangeish red, dry, very stiff, mica,
RESIDUUM
SPT
78
10
�........ : .......
2.5
CLAYEY SAND, (SC) red and pink, moist, medium dense, mica
SPT
100
7-6-7
()
5.0
............... : ............... : .......
CLAYEY SAND, (SC) red, moist, medium dense to loose, mica
SPT
67
9-5-6
.....................:.....
•
3
(11)
7.5
�........ ................ ........
SPT
94
3-4-5
4
(9)
10.0
12.5
SILTY SAND, (SM) tan, moist, loose, mica
SPT
78
1-3-3
5
(6)
15.0
(Continued Next Page)

Southern Engineering and Testing, P.C.
BORING NUMBER 578-4
SOUTHERN 6120 Brookshire Blvd, Ste A
PAGE 2 OF 2
SCharlotte,
NC 28216
ENGINEERING Telephone: [phone]
I n,.ri"� I "p-i.,i 1—p.,ti—I Fax: [phone]
CLIENT BC Construction Group PROJECT NAME
You ngsviIle Academy
PROJECT
NUMBER 22-578 PROJECT LOCATION
Youngsville, North Carolina
A SPT N VALUE A
U_
}
c) w
w
3:
20 40 60 80
20
CO
_
w❑
Oz�
~
PL MC LL
a 0
MATERIAL DESCRIPTION
J g
> O
O❑ Q
w
z
o
rr
a ❑
O -
m 0 >
v "
}
20 40 60 80
C7
Q z
w
U z
O
M
❑FINES CONTENT (%) ❑
0-
❑
20 40 60 80
SILTY SAND, (SM) tan, moist, loose, mica (continued)
17.5
...............
SILTY SAND, (SM) tan and whiteish pink, moist, loose, mica
SPT
94
3-3-3
6
(g)
20.0
.... .......... :............... :.......
22.5
SILTY SAND, (SM) tan and whiteish pink, moist, medium dense,
mica, gravel
SPT
78
8-10-6
� .......
( )
25.0
Bottom of borehole at 25.0 feet.

Southern Engineering and Testing, P.C. BORING NUMBER 578-5
SOUTHERN 6120 Brookshire Blvd, Ste A PAGE 1 OF 2
SCharlotte, NC 28216
ENGINEERING Telephone: [phone]
I n,.ri"� I "p-i.,i 1—p.,ti—I Fax: [phone]
CLIENT BC Construction Group PROJECT NAME Youngsville Academy
PROJECT NUMBER 22-578 PROJECT LOCATION Youngsville, North Carolina
DATE STARTED 6/27/22 COMPLETED 6/27/22 GROUND ELEVATION 449 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUND WATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY WEL CHECKED BY WEL AT END OF DRILLING ---
NOTES TMG MC-23 TRACK RIG AFTER DRILLING ---
A SPT N VALUE A
U
} M
>
c w
w
�
20 40 60 80
=0
~m
_
w❑
�z�
0-
~
PL MC LL
a 0
MATERIAL DESCRIPTION
J g
> 0
0❑ Q
w
z
o
rr
a ❑
0—
m 0 >
v "
}
20 40 60 80
C7
Q z
w
U z
0
M
ElFINES CONTENT (%) ElU
0-0
0.0
20 40 60 80
(OL) TOPSOIL (Appoximately 8 inches)
SANDY LEAN CLAY, (CL) orangeish red, moist, medium stiff,
mica, RESIDUUM
SPT
94
6-6-7
1
(13)
2.5
CLAYEY SAND, (SC) orangeish red and white, moist, medium
dense, mica
SPT
83
4-5-6
............... : .......
2
(11)
5.0
SPT
83
4-5-6
3
(11)
7.5
SILTY SAND, (SM) orange and pink, moist, loose, mica
SPT
78
3-3-4
........:...............
4
(7)
10.0
:.
12.5
SILTY SAND, (SM) brown and whiteish pink, moist, loose, mica
SPT
72
3-4-5
.......:.......:.......:.......:.......
5
(9)
15.0
(Continued Next Page)

Southern Engineering and Testing, P.C.
BORING NUMBER 578-5
SOUTHERN 6120 Brookshire Blvd, Ste A
PAGE 2 OF 2
Charlotte, NC 28216
ENGINEERING Telephone: [phone]
Consulting I Testing I Special Inspections Fax: [phone]
CLIENT BC Construction Group PROJECT NAME
Younqsville Academy
PROJECT NUMBER 22-578 PROJECT LOCATION
Younqsville, North Carolina
A SPT N VALUE A
U
=0
} M
~m
> _
w❑
U w
w
��
�
~"
20 40 60 80
PL MC LL
0-0
MATERIAL DESCRIPTION
J g
> 0
0z-i
0❑ Q
w
z Q
I--�I
o
rr
a ❑
0—
m 0 >
v "
} "
20 40 60 80
ElFINES CONTENT (%) ElU
C7
Q z
w
U z
0
M
0-
❑
20 40 60 80
SILTY SAND, (SM) brown and whiteish pink, moist, loose, mica
(continued)
17.5
SILTY SAND, (SM) brown and whiteish pink, moist, loose, mica
SPT
89
3-4-6
6
(10)
20.0
Bottom of borehole at 20.0 feet.

Southern Engineering and Testing, P.C.
BORING NUMBER 578-6
SOUTHERN 6120 Brookshire Blvd, Ste A
PAGE 1 OF 1
SCharlotte, NC 28216
ENGINEERING Telephone: [phone]
I n,.ri"�" I "p-i.,i 1—p.,ti—I Fax: [phone]
CLIENT BC Construction Group
PROJECT NAME
Youngsville Academy
PROJECT NUMBER 22-578
PROJECT LOCATION
Youngsville, North Carolina
DATE STARTED 6/28/22 COMPLETED 6/28/22
GROUND ELEVATION
451 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T
GROUND WATER
LEVELS:
DRILLING METHOD 2 1/4-in HSA
AT TIME OF DRILLING ---
LOGGED BY WEL CHECKED BY WEL
AT END OF
DRILLING ---
NOTES TMG MC-23 TRACK RIG
AFTER DRILLING
---
A SPT N VALUE A
U
} M
>
c w
w
�
20 40 60 80
=0
~m
_
w❑
�z�
0-
~
PL MC LL
a 0
MATERIAL DESCRIPTION
J g
> 0
0❑ Q
w
z
o
rr
a ❑
0—
m 0 >
v "
}
20 40 60 80
C7
Q z
w
U z
0
M
ElFINES CONTENT (%) ElU
0-0
0.0
20 40 60 80
(OL) TOPSOIL (Appoximately 6 inches)
SANDY LEAN CLAY, (CL) red and white, moist, stiff, mica,
RESIDUUM
.......................................
SPT
94
5-5-5
1
(10)
2.5
SILTY SAND, (SM) orange and white, moist, loose, mica
SPT
67
3-4-5
..............:.......
2
(9)
5.0
SANDY SILT, (ML) orange and brownish pink, moist, stiff, mica,
manganese
SPT
3-6-6
.......................................
3
67
(12)
........ ..... :............... :.......
7.5
............... :....... ...... :.......
SILTY SAND, (SM) tan and white, moist, mica, Partically
Weathered Rock (PWR)
....... :....... :....... :....... :......
SPT
4
55
30-50/5"
.............. ...a>
Bottom of borehole at 9.4 feet.

Southern Engineering and Testing, P.C.
BORING NUMBER 578-7
SOUTHERN 6120 Brookshire Blvd, Ste A
PAGE 1 OF 1
SCharlotte, NC 28216
ENGINEERING Telephone: [phone]
I n,.ri"�" I "p-i.,i 1—p.,ti—I Fax: [phone]
CLIENT BC Construction Group
PROJECT NAME
Youngsville Academy
PROJECT NUMBER 22-578
PROJECT LOCATION
Youngsville, North Carolina
DATE STARTED 6/28/22 COMPLETED 6/28/22
GROUND ELEVATION
441 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T
GROUND WATER
LEVELS:
DRILLING METHOD 2 1/4-in HSA
AT TIME OF DRILLING ---
LOGGED BY WEL CHECKED BY WEL
AT END OF
DRILLING ---
NOTES TMG MC-23 TRACK RIG
AFTER DRILLING
---
A SPT N VALUE A
U
} M
>
c w
w
�
20 40 60 80
=0
~m
_
w❑
�z�
0-
~
PL MC LL
a 0
MATERIAL DESCRIPTION
J g
> 0
0❑ Q
w
z
o
rr
a ❑
0—
m 0 >
v "
}
20 40 60 80
C7
Q z
w
U z
0
M
ElFINES CONTENT (%) ElU
0-0
0.0
20 40 60 80
(OL) TOPSOIL (Appoximately 6 inches)
SANDY LEAN CLAY, (CL) brownish red, moist, medium stiff,
mica, RESIDUUM
....... :....... :....... :....... :.......
SPT
100
4-5-8
( )
2.5
SPT
94
3-5-6
2
(11)
5.0
............... : .......
CLAYEY SAND, (SC) brownish red, moist, loose, mica
SPT
83
4-3-5
......:...............................
3
(8)
7.5
SPT
83
2-3-4
4
(7)
10.0
Bottom of borehole at 10.0 feet.

Southern Engineering and Testing, P.C.
BORING NUMBER 578-8
SOUTHERN 6120 Brookshire Blvd, Ste A
PAGE 1 OF 1
SCharlotte, NC 28216
ENGINEERING Telephone: [phone]
I n,.ri"� I "p-i.,i 1—p.,ti—I Fax: [phone]
CLIENT BC Construction Group
PROJECT NAME
Youngsville Academy
PROJECT NUMBER 22-578
PROJECT LOCATION
Youngsville, North Carolina
DATE STARTED 6/28/22 COMPLETED 6/28/22
GROUND ELEVATION
429 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T
GROUND WATER
LEVELS:
DRILLING METHOD 2 1/4-in HSA
AT TIME OF DRILLING ---
LOGGED BY WEL CHECKED BY WEL
AT END OF
DRILLING ---
NOTES TMG MC-23 TRACK RIG
AFTER DRILLING
---
A SPT N VALUE A
U
} M
>
c w
w
�
20 40 60 80
=0
~m
_
w❑
�z�
0-
~
PL MC LL
a 0
MATERIAL DESCRIPTION
J g
> 0
0❑ Q
w
z
o
rr
a ❑
0—
m 0 >
v "
}
20 40 60 80
C7
Q z
w
U z
0
M
ElFINES CONTENT (%) ElU
0-0
0.0
20 40 60 80
(OL) TOPSOIL (Appoximately 8 inches)
SANDY LEAN CLAY, (CL) red, moist, medium stiff, mica,
RESIDUUM
SPT
100
5-8
•........:.......:.......
(1 )
.... ..:....... :....... :....... :.......
2.5
CLAYEY SAND, (SC) red, moist, loose, mica
SPT
94
3-5-5
•
(1 )
5.0
SPT
78
3-4-4
3
(8)
7.5
SILTY SAND, (SM) red and pink, moist, medium dense, mica,
manganese
SPT
67
5-10-8
4
(18)
10.0
:.
Bottom of borehole at 10.0 feet.

SOUTHERN Youngsville Academy
ENGINEERING Youngsville, North Carolina
C-11i, I T,.,,i.g I S,�W 1M,,d­ Project Number:22-578
Date: Sep. 16, 2022 Northing:
Estimated Water Depth: Easting:
Rig/Operator: WEL Elevation: 438.0
Depth Pressures
(ft) P0, P1, A
(tsf)
4 8 12 16
5
.............................
10
.....................
......
•
15
opi
A P2
1 of 3
Horizontal Stress Index
Kd
1 10 100
Modulus
E, M
(tsi)
1 10 100 1000
m Constrained Modulus
Dilatometer Test
Material Index
Ad
0.1 1 10
•
•
Total Depth: 36.1 ft
Termination Criteria:
Membrane Type:
Material Index
Mixtures-;
to Sandy
Silt Mixtures -Clay Silt to
Silty Clay
Sand Mixtures -Silty Sand
to Sandy Silt
Sands -Clean Sand to Silty
Sand
Sand Mixtures -Silty Sand
to Sandy Silt
Sands -Clean Sand to Silty
Sand
Sand Mixtures -Silty Sand
to Sandy Silt
Sands -Clean Sand to Silty
Sand
Sand Mixtures -Silty Sand
to Sandy Silt
Sands -Clean Sand to Silty
Sand
Sand Mixtures -Silty Sand
to Sandy Silt
Sands -Clean Sand to Silty
,5ancl
Sand Mixtures -Silty Sand
to Sandy Silt
DMT-1
Elev
(ft)
- 435 -
- 430 -
- 425 -
DMT-1

Depth
(ft)
- 20
- 25
- 30
SOUTHERN Youngsville Academy Dilatometer Test DMT— I
ENGINEERING Youngsville, North Carolina
C-11i, I T�dos I S,�W 1M,,do Project Number:22-578
Date: Sep. 16, 2022 Northing: Total Depth: 36.1 ft
Estimated Water Depth: Easting: Termination Criteria:
Rig/Operator: WEL Elevation: 438.0 Membrane Type:
Pressures
po, P1, A
(tsf)
4
8 12
16
A
■ :
..................................
♦
a
• po
■ p1
• p2
2of3
Horizontal Stress Index
Kd
1 10 100
Modulus
Ed, M
(tsf)
1 10 100 1000
■ Constrained Modulus
Material Index
Ad
0.1 1 10
•
•
4
•
•
............
.......................
•
Material Index
sanas-wean sana to suty
Sand
Sand Mixtures -Silty Sand
to Sandy Silt
Sands -Clean Sand to Silty
Sand
Clays -Clay to Silty Clay I
Sand Mixtures -Silty Sand
to Sandy Silt
Sands -Clean Sand to Silty
Sand
Sand Mixtures -Silty Sand
to Sandy Silt
Elev
(ft)
- 420 �
-415�
- 410 �
DMT-1

SOUTHERN Youngsville Academy Dilatometer Test
ENGINEERING Youngsville, North Carolina
C-11i, I x�,ios i S,�W 1M,,d a Project Number:22-578
Date: Sep. 16, 2022 Northing: Total Depth: 36.1 ft
Estimated Water Depth: Easting: Termination Criteria:
Rig/Operator: WEL Elevation: 438.0 Membrane Type:
Depth Pressures Modulus Material Index
(ft) po, p„ A Horizontal Stress Index Ed, M Material Index
(tsf) Ktl (tsf) Ad
4 8 12 16 1 10 100 1 10 100 1000 0.1 1 10
- 35
• po
■ p,
• p2
3of3
t
•
Constrained Modulus
—CTa—v
it
an
D
Elev
(ft)
405
DMT-1

Depth
(ft)
5
10
15
Z
0
CL
QZLu
SOUTHERN Youngsville Academy
ENGINEERING Youngsville, North Carolina
C-11i, I T,.,,i.g I S,�W 1M,,d­ Project Number:22-578
Date: Sep. 16, 2022 Northing:
Estimated Water Depth: Easting:
Rig/Operator: WEL Elevation: 445.0
Pressures
POI P1, A
(tsf)
4
8 12
16
.....................
......
•
>>I
.....................
.......
...............................
......
♦ P0
opi
A P2
1 of 2
Horizontal Stress Index
Kd
1 10 100
Modulus
E, M
(tsi)
1 10 100 1000
m Constrained Modulus
Dilatometer Test
Material Index
Ad
0.1 1 10
Total Depth: 23.6 ft
Termination Criteria:
Membrane Type:
Material Index
Sands -Clean Sand to Silty
Sand
Sand Mixtures -Silty Sand
to Sandy Silt
Sands -Clean Sand to Silty
Sand
Sand Mixtures -Silty Sand
to Sandy Silt
Sands -Clean Sand to Silty
Sand
Sand Mixtures -Silty Sand
to Sandy Silt
DMT-2
Elev
(ft)
- 440 -
- 435 -
- 430 -
DMT-2

Depth
(ft)
- 20
SOUTHERN Youngsville Academy Dilatometer Test
ENGINEERING Youngsville, North Carolina
C-11i, I x�,ios i S,�W 1M,,d a Project Number:22-578
Date: Sep. 16, 2022 Northing: Total Depth: 23.6 ft
Estimated Water Depth: Easting: Termination Criteria:
Rig/Operator: WEL Elevation: 445.0 Membrane Type:
now -
Pressures Modulus Material Index
P Horizontal Stress Index Ed, M Material Index
POI(tsf) Ktl (tsf) Ad
4
2S
1C
lb
s
■
■ p,
• P2
2of2
1 10 100 1 10 100 1000 0.1 1
t
3
Constrained Modulus
ay Silt San
10
D
Elev
(ft)
- 425 �
DMT-2

Southern Engineering and Testing, P.C. GRAIN SIZE DISTRIBUTION
SOUTHERN 6120 Brookshire Blvd, Ste A
Charlotte, NC 28216
ENGINEERING Telephone: [phone]
Consulting I Testing I Special Inspections Fax: [phone]
CLIENT BC Construction Group PROJECT NAME Youngsville Academy
PROJECT NUMBER 22-578 PROJECT LOCATION Youngsville, North Carolina
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1 /2 3/8 3 6 801416 20 30 40 50 60 100140 200
100
95
90
85
80
75
70
65
60
w
� 55
m
m
w 50
z
45
z
w
m
40
w
d
35
30
25
20
15
10
5
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES
GRAVEL
SAND
SILT OR CLAY
coarse fine
coarse medium fine

Southern Engineering and Testing, P.C. QTTE R B E RG LI M ITS' R ES U LTS
SOUTHERN 6120 Brookshire Blvd, Ste A
SCharlotte, NC 28216
ENGINEERING Telephone: [phone]
I n,.ri'," I "p-i.,i 1-p.,ti-I Fax: [phone]
CLIENT BC Construction Group PROJECT NAME You ngsviIle Academy
PROJECT NUMBER 22-578 PROJECT LOCATION Youngsville, North Carolina
60
CL
CH
50
P
L
A
S 40
T
I
C
T
zlooel.
30
Y
I
N
or
20
E
X
10
0
ML
MH
CL-ML
0 20 40 60 80 100
LIQUID LIMIT
BOREHOLE DEPTH
ILL
PL
PI
Fines
Classification
•
578-2 3.5
NP
1
NP
44.8
SILTY SAND(SM)
m
578-4 1.0
55
29
26
57.1
SANDY FAT CLAY(CH)

Southern Engineering and Testing, 'SUMMARY OF LABORATORY RESULTS
SOUTHERN 6120 Brookshire Blvd, Ste A PAGE 1 OF 1
Charlotte, NC 28216
ENGINEERING Telephone: [phone]
Consulting I Testing I Special Inspections Fax: [phone]
CLIENT BC Construction Group PROJECT NAME Younqsville Academy
PROJECT NUMBER 22-578 PROJECT LOCATION Youngsville, North Carolina
Borehole
Depth
Liquid
Limit
Plastic
Limit
Plasticity
Index
Maximum
Size
imm)
%<#200
Sieve
Class
ification
Water
Content
°�°�
Dry
Density
iPcf)
Satur
ation
(%
Void
Ratio
578-2
1.0
28.8
578-2
3.5
N P
1
N P
4.75
44.8
S M
23.7
578-2
6.0
26.8
578-2
8.5
21.0
578-2
13.5
17.4
578-2
18.5
24.9
578-3
1.0
20.5
578-3
3.5
17.7
578-3
6.0
18.2
578-3
8.5
33.7
578-3
9.5
17.6
578-3
13.5
29.8
578-3
18.5
24.5
578-4
1.0
55
29
26
4.75
57.1
CH
25.5
578-4
3.5
22.7
578-4
6.0
25.9
578-4
8.5
24.1
578-4
13.5
15.3
578-4
18.5
15.4
578-4
23.5
7.0
578-8
1.0
31.3
578-8
3.5
24.9
578-8
6.0
18.9
578-8
8.5
17.9