SW3191101_Geotech Report_20191119

SOUTHERN ENGINEERING
Consulting • Engineering • Construction Testing • Special Inspections
REPORT OF SUBSURFACE EXPLORATION
AND
GEOTECHNICAL ENGINEERING EVALUATION
FOR
Cambridge Village Apartments
Denver, North Carolina
PREPARED FOR
Cambridge Commons MF, LLC
16930 W. Catawba Avenue, Suite 205
Cornelius, NC 28031
and
MH-North Pilot Knob Road, LLC
3340 Peachtree Road, Suite 180
Atlanta, GA 30305
SE&T Project No.: 18-175
September 27, 2018
SOUTHERNENGINEERING AND TESTING, P. C.
6120 Brookshire Boulevard, Suite A, Charlotte, NC 28216
[phone] Office • [phone] Office 2 • [phone] Fax

SOUTHERN ENGINEERING
Consulting ° Engineering ° Construction Testing ° Special Inspections
September 27, 2019
Mr. Shane Seagle, P.E.
Cambridge Commons MF, LLC
16930 W. Catawba Avenue
Suite 205
Cornelius, NC 28031
Mr. Jason Jacobson
MR -North Pilot Knob Road, LLC
3340 Peachtree Road, Suite 180
Atlanta, GA 30305
Amended Report of Subsurface Exploration
and Geotechnical Engineering Evaluation
Cambridge Village Apartments
Charlotte, North Carolina
SE&T Project No.: 18-175
Gentlemen.
SOUTHERN ENGINEERING has completed the authorized subsurface exploration and geotechnical
engineering evaluation for the planned Cambridge Village Apartments project in Denver, North Carolina.
The enclosed report is an amended geotechnical report and 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.
SOUTHERN ENGINEERING would be pleased to continue its role as the Geotechnical Engineer of Record
(GER) during the project construction. Additionally, we would be pleased to offer the recommended
construction materials testing and special inspection services during the construction phase. We are
available to discuss these services with you.
We appreciate the opportunity to provide this engineering service for this project. We are available to
discuss the findings and recommendations contained in this report.
Sincerely,
SOUTHERN ENGINEERING AND TESTING, P. C.
NC License No. C-4167
��.�tiS'e111I7
ichard E. Fio.
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Principal m�
Enclosures
SOUTHERN ENGINEERING AND TESTING, P. C.
6120 Brookshire Boulevard, Suite A, Charlotte; NC 28216
[phone] • [phone] Office • [phone] Facsimile

Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
SCOPE OF SERVICES
The scope of this subsurface exploration and geotechnical engineering evaluation was outlined in SE&T
Proposal No.: 17-10348, dated February 20, 2018. Authorization to provide this service is in the form of a
signed proposal acceptance agreement between Cambridge Commons MF, LLC and
SOUTHERNENGINEERING. Reliance on this report for MH-North Pilot Knob Road, LLC per our letter
dated September 17, 2019.
The primary objectives of this service were to evaluate the subsurface conditions within the area of planned
construction and to make 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
building and parking 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) Recommend the site seismic class according to 2018 NC State Building Code.
(5) Recommend a design modulus of subgrade reaction value for the planned concrete
slab -on -grades.
(6) Recommendations for below grade basement foundation walls and site retaining walls
including lateral earth pressure coefficients.
(7) Evaluate the suitability of on -site soils for reuse as structural fill
(8) Recommend steps for achieving high -density structural fill capable of satisfactorily supporting
the proposed construction.
(9) Provide general recommendations for flexible and rigid pavement subgrade preparation and
estimated CBR values for the on -site soil subgrade.
(10) 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.
FIELD AND LABORATORY PROCEDURES
Field ExDloration
The subsurface exploration included twenty-five soil test borings at the site. The test borings were advanced
with an ATV mounted geotechnical drill rig equipped with a safety hammer to depths ranging from
approximately 8 to 20 feet below the existing ground surface. Standard penetration (SPT) tests were
performed at selected depths within the soil test boring, typically 2 '/2 feet, 5 feet, 7 '/2 feet, 10 feet and every
SouTHERNENGINEERINGAND TESTING, P.C. Page 2 of 17

Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
5 feet thereafter below the existing ground surface. SPT testing was performed in general accordance with
ASTM procedures. The SPT N-values, in conjunction with visual soil classifications, are indicative of a
soil's engineering characteristics. The approximate location of the test borings are provided on the Boring
Location Plan in the appendix.
Our field representative located the soil test borings by estimating distances and angles from existing site
reference points. Ground surface elevations were not provided. The test boring logs provide detailed
descriptions of the soils encountered. The appendix also includes groundwater conditions, penetration
resistances, and other related information.
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.
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.
GENERAL SITE AND SUBSURFACE CONDITIONS
Site Location and Description
The site consists of an open parcel of land located west of the intersection of Cresset Dellinger Road and
N. Pilot Knob Road. The property extends north and south of Cresset Dellinger Road adjacent to the
Cambridge Village shopping center. A single-family home with a detached garage structure is currently
located along the southern portion of the site. There are some hardwood and softwood trees located along
Cresset Dellinger Road and near the existing residential structure that currently remains on -site. Based on
satellite imagery, it appears that the project site and adjacent properties remained relatively undeveloped
until the construction of the Cambridge Village Shopping Center. During that time, temporary sediment
ponds were installed behind the newly constructed Publix Supermarket in the southwestern portion of the
site.
The topography of the proposed site was not provided at the time of this report. Based on satellite imagery
and visual observations, the site is relatively level with what appear to be excavations in the areas of the
site located behind the existing Publix Supermarket. It appears that this area of the site was used as
temporary sediment ponds and drainage swales.
Regional Geology
Geological conditions of the area are primarily associated with the Piedmont Physiographic region of
North Carolina. With exception of soils deposited in low-lying areas due to erosion, the site soils are derived
in place due to the weathering of parent bedrock. The predominant bedrock in this location is composed of
metamorphosed quartz diorite rock.
Soils in this area have been formed by the in -place weathering of the underlying crystalline bedrock, which
accounts for their classification as "residual' soils. Residual soils near the ground surface, which have
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Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
experienced advanced weathering, frequently consist of fat Clay (CH), elastic Silt (MH), Clay (CL), Silt
(ML) or silty Sand (SM). Chemical weathering of biotite and Fe -bearing materials typically produces iron
oxides which result in predominately orange, yellow and brown colored soils.
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 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. Lenses or layers of partially weathered rock are not
unusual in the soil profile.
Partially weathered rock represents the one 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. 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 encountered in the soil test borings. In addition, buried debris,
trash, boulders, concrete and other undesirable material were encountered and observed at the ground
surface during the field exploration. It is not uncommon to encounter debris at the ground surface or buried
on previously utilized and developed sites.
General Subsurface Conditions
The stratification of the soil conditions at the actual soil test boring locations follows. Variations in the
subsurface may occur away from the soil test borings. It is important to note that, whereas the soil test
borings 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 soil test boring locations.
Topsoil was encountered at the ground surface in test boring 175-1 through 175-25. The thickness of topsoil
was between approximately 2 to 6 inches. The topsoil thickness should be expected to vary throughout the
site and may be deeper, especially in the lower lying areas and wooded areas of the site.
Existing fill, or man -placed materials, were encountered beneath the topsoil in soil test borings 175-3,
175-4, 175-5, 175-6, 175-7, 175-8, 175-9, 175-10, 175-11 and 175-12. The existing fill typically classified
as elastic Silt (USCS NM) and fat Clay (USCS CH) soil types with varying amounts of roots, gravel and
other buried materials. In general, the existing fill materials are soft to medium stiff and wet, suggesting
uncontrolled placement.
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Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
Beneath the topsoil and existing fill in soil test borings 175-1 through 175-25, residual or weathered in
place materials were encountered. The natural residual materials generally classified as fat Clay (USCS
CH), elastic Silt (MH), Silt (USCS ML) and silty Sand (USCS SM). The standard penetration resistance
(SPT N-value) of these materials range from 5 to 49 blows per foot.
Residual materials that exhibit an SPT N-value greater than 100 blows per foot are considered to be partially
weathered rock. Partially weathered rock was encountered in the soil test boring 175-7 and 175-14.
Additionally, auger refusal was encountered in test borings 175-14 and 175-17 at depths of approximately
8 feet and 5 feet below the existing ground surface. In soil test boring 175-17, auger refusal at 5 feet was
believed to be the result of a buried boulder. The boring location was subsequently offset and advanced to
a depth of 20 feet below the existing soil subgrade. Each test boring was terminated in residual materials.
Groundwater was encountered during the field exploration in soil test borings 175-5, 175-7, 175-8, 175-9,
175-10, 175-11, 175-12, 175-15 and 175-24. It should be noted that groundwater levels will fluctuate
depending on seasonal variations of precipitation and other factors and may occur at higher elevations at
some time in the future.
Each test 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 boring log section
of the appendix.
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Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
PROPOSED CONSTRUCTION
Project information has been supplied by Mr. Shane Seagle of Cambridge Commons MR LLC. A
preliminary site plan was prepared by Bohler Engineering NC, PLLC. The provided concept level drawing
gives details for the planned building lots and connecting roadways. Additionally, architectural and
structural plans were provide to us by Mr. Cory Pendleton, NCARB, LEED AP with 2PA on
September 13, 2019. Updated civil plans were not provided to us.
We understand that ten new residential apartment buildings and a clubhouse are planned for this site. The
proposed apartment buildings will be three and four story, wood framed buildings with concrete slabs on
grade. Additionally, the club house will be a single -story wood framed building. We anticipate that
continuous wall loads on the order of 5 to 6 kip per lineal foot. We understand that the residential buildings
will be accessed by new roadways and parking lots. Two proposed stormwater management ponds were
indicated in the concept level drawing. No basement levels or site retaining walls were indicated. Earth
cuts to fill on the order of 2 to 3 feet are assumed for this project. Underground utility improvements are
unknown at this time.
If the loads stated above are less than the actual loads in the final design or if the existing building
foundations are loaded, SoumERN ENGtNEERiNG 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 government requirements.
SoUTHERNENGINEERINGAND TESTING, P.C. Page 6 of 17

Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
EVALUATIONS AND RECOMMENDATIONS
The following recommendations are based on the information available on the planned building and
improvements, the data obtained from the soil test borings and our experience with soils and subsurface
conditions similar to those encountered at this site. Because the soil test borings 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. No other warranties are implied or expressed.
Site Develooment Considerations
Based on the results of the subsurface exploration and our experience, we believe that the following
geotechnical-related issues will require attention to develop this project.
Existing fill was encountered in borings 175-5, 175-6 and 175-8 through 175-12. The existing fill
consisted of highly plastic fat Clay (USCS CH) and lean Clay (USCS CL) soil materials. The
existing fill was soft and wet and extended to depths ranging from approximately 3 to 15 feet below
the existing ground surface. Additionally, relatively high groundwater levels were encountered in
these areas. The presence of existing fill and high ground water indicates that these materials are
soft to medium stiff and wet and will require remedial measures to allow for uniform support of
the planned buildings and pavements. We recommend that these materials be removed, air-dried
and replaced as compacted structural fill. We anticipate that the use of hydrated lime or quick lime
may be necessary to adequately dry these materials. Typically, 5 to 6 percent quick lime by dry
weight is required to dry and stabilize fat Clay (USCS CH) to allow for re -use as structural fill.
The structural fill should be placed and compacted in accordance with the recommendations
contained in this report.
Fat Clay (USCS CH) and elastic Silt (USCS MH) materials were encountered near the ground
surface in borings 175-1, 175-3, 175-7 and 175-13. These materials are typically considered
expansive soil types and are associated with high shrink -swell potential. Depending upon final
grades, we anticipate that selective removal and replacement of these materials beneath building
slab -on -grades may be required. We recommend that a minimum of 2 feet of structural fill be
placed beneath concrete ground slabs to minimize the potential for damage to the structure from
these materials.
General Site Preparation
Trees, underbrush, topsoil, roots, and other deleterious materials, such as buried foundations and ground
slabs, old septic drainage systems and asphalt pavements should be removed from the planned construction
area and 10 feet beyond. Existing fill materials that classify as elastic Silt (USCS MH) and fat Clay (USCS
CH) may be utilized to construct pond embankments, to dress permanent earth slopes, for landscape berms
and other areas not utilized for support of structures, pavements and other site improvements. Additionally,
these materials can be lime -stabilized to allow for these materials to be re -used for structural fill.
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Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
Special attention should be given to the removal of buried foundations, septic drain fields, tree and
shrubbery stumps. Extensive root systems and localized soft soils are commonly encountered during
removal of these materials.
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
debris with clean underlying soils. The thickness of topsoil and existing fill should be expected to vary
across the site.
All 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. We recommend
that existing underground utilities be re-routed outside of the planned construction area. The existing utility
lines should be removed. We recommend that the ends of abandoned utilities left in place be permanently
sealed to prevent the inadvertent introduction of fluids into the construction area.
We anticipate much of the existing fill at the site may be considered unsuitable for reuse as structural fill.
The existing fill that classifies as elastic Silt (USCS MH) and fat Clay (USCS CH) should be removed and
replaced with structural fill in accordance with the recommendations contained in this report. It may be
possible to re -use portions of the non -plastic materials, Silt (USCS ML) and lean Clay (USCS CL), provided
the materials can be adequately dried to allow for compaction. We anticipate that drying of these materials
within 3 percentage points of the optimum moisture content (as determined in accordance with ASTM
D698) will be required. Drying operations may include scarifying and manipulating (disking) to allow for
air drying. The use of quick lime can also be considered. We anticipate that 5 to 6 percent quick lime by
dry weight may be necessary.
Where existing foundations and existing underground utilities 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. Any excavation that extends 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.
Based on observations made during the soil test borings, we anticipate that buried foundations, debris or
other undesirable materials will be encountered during site work. We recommend that the budget include
a contingency for removal and replacement of unsuitable materials with new structural fill if necessary.
Additionally, the contractor should provide unit rates for this service.
SoUTHERNENGINEERINGAND TESTING, P.C. Page 8 of 17

Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
Construction Dewatering
Based on the relatively high ground water levels recorded in the planned construction area and the clayey
nature of the subgrade soils, we anticipate that considerable difficulty during excavation and construction
may be encountered. Our past experience indicates that foundation bearing soils will likely soften when
exposed to free water. The contractor should keep the excavation dry to prevent softening of foundation
bearing soils and slab subgrade soils.
We anticipate that a gravity drainage system utilizing open trenches a collection pit and sump pump may
be required. Pumping from the sump pit should be done with care to prevent the loss of soil fines,
development of soil boils, or instability of slopes. We must emphasize that dewatering requirements will
be dictated by ground water conditions at the time of construction and may require more aggressive
dewatering techniques. The contractor should use a technique or combination of techniques which achieves
the desired result under actual field conditions.
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 3,000 pounds per square foot (psf) be used for design.
The design bearing pressure is contingent on the foundations bearing in the natural sandy Silt (ML) or silty
Sand (SM) or in new structural fill. New footings should not bear on existing fill or soft subgrade. 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,
extending through the existing fill or soft materials. Expansive soils such as fat Clay (CH) and elastic Silt
(ML), which are prevalent on this site, are unsuitable as bearing soils beneath footings. It is recommended
that the footings be extended to depths applicable to the soil type. A detail has been provided with soil types
and typical footing detail for types that may be encountered during excavations.
Assuming that the design recommendations provided in this report are utilized, we estimate that total
foundation settlements will be less than 1 inch for wall loads of 5 to 6 kip per linear foot. 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 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.
In addition, we recommend a minimum width of 24 inches for wall footings to prevent general bearing
capacity failure in isolated weak bearing soils. All footings should bear at a minimum depth of 24 inches
below the prevailing exterior ground surface elevation to minimize the potential damage due to frost heave.
Foundation bearing surface evaluations should be performed in each foundation 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.
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Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
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. Exposure to the environment can weaken the foundation subgrade, if they are exposed for
extended periods of time. If the foundation bearing surface becomes unstable due to exposure to the
environment, remedial work, such as removal of unsuitable soils, may need to be performed prior to
concrete placement. We recommend that the use of a lean concrete mud mat within the footing excavation
when concrete placement will not occur on the same day as excavation.
Seismic Site Class
Based upon the guidelines presented in the North Carolina Building Code 2018, the average properties of
the soils encountered in the soil test borings and the proposed ground improvements, the site class most
applicable to the site is Site Class D. Site Class D is identified as a stiff soil profile with the following
average soil properties:
1. Shear wave velocity between 600 and 1,200 feet per second.
2. Standard penetration resistance greater than 15 blows per foot, but less than 50 blows per foot.
3. Soil undrained shear strength greater than 1,000 pounds per square foot, but less than 2,000 pounds
per square foot.
Our evaluation utilized average standard penetration resistance test value available from the field
exploration operations and our experience. 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.
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 to a minimum of
100 percent of their standard Proctor (ASTM D-698) maximum dry density. Due to the presence of
expansive soils, it may be necessary to remove these unsuitable materials from the building pad and replace
with an approved structural fill. If these conditions are encountered during the construction of a building
pad, the Geotechnical Engineer of Record (GER) should be contacted for recommendations.
To prevent the capillary rise of infiltrated water from adversely affecting the concrete slab -on -grade floor
systems, we recommend that all slab -on -grade construction be underlain by a minimum 4-inch thick layer
of open graded stone. The use of No. 57 open graded crushed stone meeting the NCDOT specifications is
suggested.
The IBC 2009 building code requires damp -proofing the slab by placing a membrane of 6-mil polyethylene
with joints lapped not less than 6 inches beneath ground slabs. Joints in the membrane should be lapped
and sealed in accordance with the manufacturer's installation instructions. We believe, along with
American Concrete Institute, that a 10-mil polyethylene vapor retarder has better survivability during
installation and that the cost difference between 6 and 10-mil is insignificant. We recommend that the use
of a 10-mil vapor retarder be considered for this project.
SouTHERNENGINEERINGAND TESTING, P.C. Page 10 of 17

Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
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.
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.
Foundation wall backfill should consist of sandy silt and silty sand materials. For these types of materials,
we provide the following earth pressure coefficients.
Active 0.33
At Rest 0.5
Passive 3.0
Clay and elastic silt shall be prohibited for use as backfill. 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 depletive 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).
SoUTHERNENGINEERINGAND TESTING, P.C. Page 11 of 17

Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
Structural Fill
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
diameter over 3 inches. It is our opinion that the following soils represented by their USCS
group symbols will typically be suitable for use as structural fill and are abundant in the
Piedmont Physiographic region: (SM), (SC), (SW), (SP), (SP-SM), (SP-SC) and gravels.
Materials selected 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: (ML), (NM), (CL), (CH), (OL), (OH), and (Pt). We anticipate
that the on -site soils classified as CL, ML and SM should be suitable for re -use as structural
fill as approved by the geotechnical engineer. Some moisture conditioning, such as scarifying
and drying or the addition of quick lime, may be required to allow for efficient compaction.
(2) Laboratory Proctor compaction tests and classification tests should be performed on
representative samples obtained from the proposed borrow material to provide data necessary
to determine acceptability and for quality control. The moisture content of suitable borrow
soils should generally not be more than 3 percentage points above or more than 3 percentage
points below optimum at the time of compaction. 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 in general, lifts of 8-inch loose measurement is recommended). The soil should
be compacted by mechanical means such as a vibrating sheep's foot or a smooth drummed
vibratory roller. Within small excavations such as behind retaining walls or in footing
excavations, we recommend the use of gasoline powered tamps or diesel sled tamps to achieve
the specified compaction. Loose lift thickness of 4 to 6 inches is recommended in small or
confined area fills.
(4) We recommend that all structural fill be compacted to a minimum of 95% of the standard
Proctor maximum dry density (ASTM Specification D-698). 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 a density not less than 100% of ASTM D-698. Roadway
improvements should be constructed in accordance with the requirements of NCDOT for
subgrade fill, base course stone and asphalt placement.
(5) An experienced soil engineering technician representing the Geotechnical Engineer should take
adequate density tests throughout the fill placement operation to verify that the specified
compaction is achieved. It is particularly important that this be accomplished during the initial
stages of the compaction operation to enable adjustments to the compaction operation, if
necessary.
SoUTHERNENGINEERINGAND TESTING, P.C. Page 12 of 17

Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
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 SoumERN ENGtNEERiNG 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,
inasmuch 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.
SouTHERNENGINEERINGAND TESTING, P.C. Page 13 of 17

Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
Pavement Considerations
No specific analysis has been made for the design of pavements. The following comments are basic
considerations which will not eliminate the need for a careful review, analysis, and laboratory testing. 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 by various 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 sandy Silt (USCS ML) and sandy Clay
(USCS CL). The California Bearing Ratio (CBR) for these soils may reasonably range from approximately
2 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.
SouTHERNENGINEERINGAND TESTING, P.C. Page 14 of 17

Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
Pond Considerations
Based on detail provided about the project, we understand that two BMP facilities are planned for the
southwestern and northeastern portions of the site. We provide the following pond recommendations.
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
clearing, grubbing and stripping 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 or the heaviest possible equipment that will not cause disturbance of suitable subgrade soils.
The proofrolling equipment and load should be provided by the contractor.
If excessively 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. Additionally, the subgrade for
planned conduits and structures should be observed and approved by the geotechnical engineer prior to
installation. Compacted fill should not be placed prior to performing the required foundation and abutment
preparations. The contractor should be responsible for the removal and control of any 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. Any off -site borrow
should be approved by the geotechnical engineer prior the commencement of hauling and placement
activities. 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 shall be uniformly compacted with a sheep's foot, vibratory type
compactor. Each layer should be compacted to not less than 95 percent of the Standard Moisture Density
Relationship (ASTM D-698). Any layer that becomes 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 of the embankments to verify compliance. Testing frequency should include at least one test
per 5,000 square feet of compacted area per lift, but in no case less than two tests per lift.
Permanent embankments should not exceed slopes greater than 3 horizontal 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 any significant rainfall event. Annual inspections of the BMP are recommended to insure proper
function.
SouTHERNENGINEERINGAND TESTING, P.C. Page 15 of 17

Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
RECOMMENDED QUALITY CONTROL 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) Reinforcing Steel Observations: It is recommended that we observed reinforcing steel placed
for footings, floor slabs, sidewalks, curb and gutter and rigid pavements (dumpster enclosure
pad) for this project. The purpose of these evaluations will be to verify that the 28-day design
compressive strength is available.
(4) 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 SOU1xERN 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
SOUTHERNENGINEERING learns more about actual subsurface conditions by observing earthwork in the
field, at which time SOUTHERNENGINEERING 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
SOUTHERNENGINEERING. Accordingly, only observations by SOUTHERN ENGINEERING can permit
SOUTHERNENGINEERING to finalize its recommendations and enhance the likelihood of the design concept
being adequately considered during implementation of its recommendations.
SoumxERN 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.
SouTHERNENGINEERINGAND TESTING, P.C. Page 16 of 17

Cambridge Commons MF, LLC
NM -North Pilot Knob Road, LLC
Cambridge Village Apartments
Denver, North Carolina
SE&T Project No.: 18-175
September 27, 2019
APPENDIX
SoUTHERNENGINEERINGAND TESTING, P.C. Page 17 of 17

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 clients goals, objectives, budget, schedule, and
risk -management preferences;
• the general nature of the structure involved, its size,
configuration, and performance criteria;
the structures 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 it's
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 different project;
• 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.
Geoenvironmental 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] www.geoprofessional.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

"" ' • � � ...`175-23f 11i +I { III {1
—175-22
175-19
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LEGEND I
-Approx. Soil Boring
Location
REVISIONS
---- ,SOUTHERN ENGINEERING
Consulting • Engineering • Construction Testing • Special Inspections
6120 Brookshire Blvd, Suite A Charlotte, NC 28216
[phone] office [phone] office 2 [phone] fax
CAMBRIDGE VILLAGE MULTI -FAMILY
SOIL BORING LOCATION PLAN
CAMBRIDGE COMMONS MF, LLC June 7, 2018
RF Not Drawn To Scale ProjectNo.: 18-175

UII Soils Only
TIIA7
Type III Soils 2' or Less Below Finished Grade
Type
0
Finished Grade Slab -on -grade
/,7f T
Finished Grade Slab -on -grade
2' min.
2' 2' min. Type UII Soil
Type III Soil
Type UII Soil
Type UII Soil
Concrete Footing
Concrete Footing
Type UII Soils
Type III Soils greater than 2' but
Type UII (< 4') Soils above Type III Soils
less than 4' Below Finished Grade
lab -on -grade
1 Se
Finished GradSlab -on -grade
Finished Grade
2' min. Type UII Soil
2' min. Type UII Soil
(2' min. below slab)
Depth varies IF
(not less than 2')
Type UII Soil ti.ti.ti.ti
Type III Soil Type III Soil
Less than 4'
Concrete Footing
IF
Concrete Footing Type UII Soil
Type III Soil
Type UII (4' or >) Soils above Type III Soils
Type III Soils 4' or Deeper
Below Finished Grade
Finished Grad72' Slab -on -grade
Finished Grade
Slab -on -grade
2' min. Type UII Soil
Concrete Footing
IF
4' in.
4' or greater
Type UII Soil
Type III Soil
Type III Soil
Type III Soil
IF
.f
Concrete Footing
SOUTHERN ENGINEERING REVISIONS
SOIL TYPES 6120 Brookshire Blvd, Suite A
Type I — Granular (Gravel & Sand) Charlotte, North Carolina 28216
Type II — Fine Grained, Non -Expansive 704 557-0070 / 704 910-3516 fax
(Silt (ML) and lean Clay (CL))
Type III —Fine Grained, Expansive SOIL TYPE IMPACT ON FOOTINGS AND SLABS
(elastic Silt (MH) and fat Clay (CH)
Slab -on -grade depths may vary CAMBRIDGE COMMONS MF September 27, 2019
REF Not Drawn To Scale 18-175

1
EARTH PRESSURE DIAGRAM
BELOW GRADE WALLS
...nrr'�
Notes:
1. Drained condition, non -plastic, coarse
backfill (SM, SP, SW, GM, GP, GM).
2. Geq = Equivalent Fluid Pressure,
see report.
3. Active state: wall is free to move
at top.
4. At -Rest state: wall cannot move
due to restraint.
SOUTHERN ENGINEERING
Consulting • Engineering • Construction Testing • Special Inspections
6120 Brookshire Boulevard, Suite A
Charlotte, NC 28216
[phone] office [phone]

EARTH PRESSURE DIAGRAM
CANTILEVERED RETAINING WALLS
n (TNT71
H1
0.:
Notes:
1. Drained condition, non -plastic, coarse
backfill per Structural Fill section of
the geotechnical report.
2. Geq = Equivalent Fluid Pressure,
see report.
3. Active state: wall is free to move
at top.
4. At -Rest state: wall cannot move
due to restraint.
SOUTHERN ENGINEERING
Consulting • Engineering • Construction Testing • Special Inspections
NOT TO SCALE
6120 Brookshire Boulevard, Suite A
Charlotte, NC 28216
[phone] office [phone] fax

FOUNDATION DRAIN DETAIL
(Not to Scale)
Notes
1. Impermeable clay cap, one foot thick.
2. Coarse grained drainage material, SM or more
permeable.
3. Filter fabric, Mirafi 140N or equal.
4. Open graded stone, AASHTO 457 or equal, six inch min
thickness around pipe, four inches below slab.
5. Slotted HDPE or PVC pipe, slots down, drain to
daylight or approved outfall.
6. Minimum 6-mil polyethelene.
7. Minimum 10-mil polyethelene or waterproofed
membrane
8. Composite drain (Mira -Drain or equal)
SouTHERN ENGINEERING 6120 Brookshire Boulevard, Suite A
CMnUftft"zR&_rft* Charlotte, NC 28216
[phone] office [phone] fax

L•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•
Lftiftiftiftiftiftiftiftiftiftiftiftiftiftiftiftiftiftiftiftiftiftiftiftiftif
------------------------
. . . . . . . . . . . . . . . . . . . . . . . . . .
Below Grade Wall
Composite drainage panel
with non -woven filter fabric
10-mil polyethylene
2" Diameter
PVC Pipe AASHTO 957 Stone
- - . ti.•' ti.ti.ti.ti ti ti.ti.ti.ti ti ti ti.ti. ti ti.ti.ti ti ti.ti.ti
Foundation
1.1.1.1.1.5
11111�1�5 1111 11111�
Sub Slab "French" Drain
(Discharge to Sump or Approved Outfall)
SOUTHERN ENGINEERING REVISIONS
Consulting • Engineering • Construction Testing • Special Inspections
FOUNDATION WALL DRAIN DETAIL
(TYPICAL)
SFC Not Drawn To Scale 11/2017

2'
TRENCH DRAIN DETAIL
2'
Notes:
1. Open graded stone, AASHTO 457 or equal.
2. Geotextile, T.C. Mirafi 140N or equal.
3. 4" diameter perforated HDPE or PVC pipe,
slots placed down.
4. When pipe leaves trench drain envelope, use
non -perforated pipe.
,SOUTHERN ENGINEERING
Consulting • Engineering • Construction Testing • Special Inspections
Pa
3
6120 Brookshire Boulevard, Suite A
Charlotte, NC 28216
[phone] / [phone] fax [phone]

FIELD CLASSIFICATION SYSTEM FOR SOILS
Density
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 mm
- 50 or more
Sand
- Coarse: 4.75 to 2 mm
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
-4to 8
-8to 15
-15to30
- 30 or more
Plasticity
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 D1586-08.
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

0
1
KEY TO SYMBOLS
so r,,T,ffX TNN ,,��R 1'���s Southern Engineering and Testing, P.C.
c�«r��TM6 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175
PROJECT LOCATION Denver, North Carolina
LITHOLOGIC SYMBOLS
SAMPLER SYMBOLS
(Unified Soil Classification System)
Standard Penetration Test
®
CH: USCS High Plasticity Clay
FACL:
USCS Low Plasticity Clay
RHMH:
USCS Elastic Silt
INML:
USCS Silt
F]
PWR: Partially Weathered Rock
SC: USCS Clayey Sand
SC-SM: USCS Clayey Sand
WELL CONSTRUCTION SYMBOLS
SM: USCS Silty Sand
,.'
;T,y.
TOPSOIL: Topsoil
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

0
BORING NUMBER 175-1
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/31/18 COMPLETED 5/31/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
o
z
H
A SPT N VALUE A
U
0-'
of
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)
o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(MH) Red, moist, micaceous, very stiff, ELASTIC SILT (MH) with
sand (RESIDUUM)
.... .:.......:.. ...:.......:......
SPT
782
13-11-15
.._...;.......:.._..:.......
( )
2.5
�� El(
SPT100
812313
)
..... ..:...... ........ ....... :.......
5.0
.......................
(ML) Orange and black, moist, micaceous, hard, sandy SILT (ML)
SPT
100
12-132-17
....:.......:.......:.......
( )
........:.......
7.5
.......... ........... ......
(SM) Yellow and black, moist, micaceous, loose, silty fine SAND
(SM)
SPT
100
812212
10.0
12.5
(SM) Yellow and orange, moist, micaceous, loose, silty SAND
(SM)
SPT
100
31 -6
•
( )
15.0
(Continued Next Page)

BORING NUMBER 175-1
T= zRivNG � Southern Engineering and Testing, P.C. PAGE 2 OF 2
C-36,j. •E.6—iC •C.cc d-T.&C 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
MATERIAL DESCRIPTION
'-'-'
0-o
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WD
cnw
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(SM) Yellow and orange, moist, micaceous, loose, silty SAND
(SM) (continued)
17.5
S6T 100 (10)
gn n
Bottom of borehole at 20.0 feet.
C7
A SPT N VALUE A
20 40 60 80
MC L.L
i 0
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80

0
BORING NUMBER 175-2
Sor,- HF.R vENG +L,R.EvG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/31/18 COMPLETED 5/31/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
o
z
H
A SPT N VALUE A
U
0-'
of
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
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PL 0 LL
o v
rr
o
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m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(ML) Red, moist, micaceous, very stiff, sandy SILT (ML)
(RESIDUUM)
.......................................
SPT
67
8-11-16
_ ._..........:.._........
1
(27)
2.5
SPT
83
7-10-11
2
(21)
..... ..:...... :....... .......
5.0
......................
(ML) Red and yellow, moist, micaceous, very stiff, clayey SILT
(ML)
.... ...:...... :.. ...:..._..:......
SPT100
8 12111
( )
........:.......
7.5
.....................
SPT
100
6-120-12
10.0
......................................
12.5
(SM) Yellow and olive, moist, micaceous, loose, silty SAND (SM)
SPT
72
3-3-5
5
(8)
15.0
(Continued Next Page)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGp,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NUMBER 18-175
MATERIAL DESCRIPTION
BORING NUMBER 175-2
PAGE 2 OF 2
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
'-'-'
0-
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W
0
Wm
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J
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W
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o�
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m0>
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Uz
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0
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0-
0
(SM) Yellow and olive, moist, micaceous, loose, silty SAND (SM)
(continued)
(SM) Yellow and black, moist, micaceous, medium dense, silty
SAND (SM)
Bottom of borehole at 20.0 feet.
C7
S6PT 100 3127
( )

0
BORING NUMBER 175-3
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/30/18 COMPLETED 5/30/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
'''
o
z
H
A SPT N VALUE A
U
oC
>-
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)
o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(CH) Yellow and brown, wet, micaceous, very stiff, sandy CLAY
(CH) (RESIDUUM)
.... _:.......: .......................
SPT
89
4-7-11
_ ._...;.......:.._..:.......
1
(18)
2.5
SPT
89
4-11-13
(ML) Orange, moist, micaceous, very stiff, sandy SILT (ML)
2
(24)
............................
5.0
......................
(ML) Red, moist, micaceous, very stiff, sandy SILT (ML)
SPT100
8 132018
.......:......:.......:.......:.......
( )
........:.......
7.5
(ML) Orange and yellow, moist, micaceous, very stiff, sandy SILT
(ML)
SPT
67
7-11-13
4
(24)
... ... ... .............................
10.0
.....................................
12.5
(SM) Yellow and olive, moist, micaceous, medium dense, silty
SAND (SM)
T
S5
100
5 610
6
( )
15.0
(Continued Next Page)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGp,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NUMBER 18-175
MATERIAL DESCRIPTION
BORING NUMBER 175-3
PAGE 2 OF 2
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
'-'-'
0-
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W
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D Q
W
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0
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0-
0
(SM) Yellow and olive, moist, micaceous, medium dense, silty
SAND (SM) (continued)
(SM) Yellow and olive, moist, micaceous, medium dense, silty
SAND (SM)
Bottom of borehole at 20.0 feet.
C7
S6PT 100 4-4-8
( )

0
BORING NUMBER 175-4
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/29/18 COMPLETED 5/29/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
o
z
H
A SPT N VALUE A
U
0-'
of
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
ov
rr
a�
0�
m0>
v`
}'-'
20 40 60 80
0
Z
U
U Z
Q
w
0
Ir
o
ElFINES CONTENT (%) ElU)a
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(ML) Red and orange, moist, micaceous, hard, sandy SILT (ML)
with organics (RESIDUUM)
.......................................
SPT
89
10-1155-21
_ .....;.......:.._..:.......
()
2.5
(ML) Red and orange, moist, micaceous, hard, sandy SILT (ML)
SPT4
83
19-114-20
_: ..,.......:.._..:.......
( )
..... ..:....... :....... ....... .......
5.0
.......:......:.......:.......:.......
SPT
100
9 13117
( )
..... ..:......:............. ..:.......
7.5
�...:.......:..............
SPT
78
10-1154-19
10.0
......:....... .......
(SM) Yellow and olive, moist, micaceous, medium dense, silty
SAND (SM)
12.5
......................................
SPT100
5126
( )
15.0
:.
(Continued Next Page)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGp,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NUMBER 18-175
MATERIAL DESCRIPTION
BORING NUMBER 175-4
PAGE 2 OF 2
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
'-'-'
0-
o
z
W
0
Wm
>-
Wo
U)
oz3
J
>
D Q
W
Z Q
o�
O�
m0>
w
Uz
Qz
0
rr
U
Ir
0-
0
(SM) Yellow and olive, moist, micaceous, medium dense, silty
SAND (SM) (continued)
(SM) Olive and brown, wet, micaceous, medium dense, silty
SAND (SM)
Bottom of borehole at 20.0 feet.
C7
S6PT 100 5-7-10
( )

0
BORING NUMBER 175-5
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
.ccA
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 6/1/18 COMPLETED 6/1/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA �Z AT TIME OF DRILLING 20.00 ft
LOGGED BY W EL CHECKED BY W EL TAT END OF DRILLING 1.00 ft
NOTES AFTER DRILLING ---
A SPT N VALUE A
U
oC
cn w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z Q
PLMC �L
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)
o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
(CH) Orange to brown, moist, wet, medium stiff, FAT CLAY (CH)
1 with sand (FILL)
.......................................
SPT
89
2-4-4
_...; ........... _ ..:.......
1
(8)
2.5
SPT
89
3-5-5
(ML) Red to yellow, moist to wet, micaceous, stiff, sandy SILT
(ML) (RESIDUUM)
2
(10)
5.0
SPT
89
2-2-3
7.5
(SM) Gray and white, wet, micaceous, medium dense, silty SAND
(SM)
SPT
100
3 15 0
......... ..............................
10.0
12.5
(SM) White and black, moist, micaceous, loose, silty SAND (SM)
SPT
83
3-3-5
5
(8)
15.0
(Continued Next Page)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGp,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NUMBER 18-175
MATERIAL DESCRIPTION
BORING NUMBER 175-5
PAGE 2 OF 2
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
'-'-'
0-
o
z
W
0
Wm
>-
Wo
U)
oz3
J
>
D Q
W
Z Q
o�
O�
m0>
w
Uz
Qz
0
rr
U
Ir
0-
0
(SM) White and black, moist, micaceous, loose, silty SAND (SM)
(continued)
(SM) Brown to white, wet, micaceous, medium dense, silty SAND
(SM)
Bottom of borehole at 20.0 feet.
C7
S6PT 100 4-5-8
( )
hi

U
w
U
If
0-
0
BORING NUMBER 175-6
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/25/18 COMPLETED 5/25/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
o
z
H
A SPT N VALUE A
U
0-'
of
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)
o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(CH) Brown and gray, wet, micaceous, soft, sandy FAT CLAY
(CH) (FILL)
.... .:.......: .......................
SPT
44
2-1-2
_...; ........... _ ..:.......
•
1
(3)
2.5
SPT
50
2-1-3
2
(4)
5.0
(ML) Brown and orange, moist, stiff, sandy SILT (ML)
(RESIDUUM)
.... _:.._...:.. ...:..._..:......
SPT
94
3
15 0
( )
..... ......... :............. ..:.......
7.5
.. .......... ......
(ML) Orange and black, moist, very stiff, sandy SILT (ML)
SPT
94
6
......:.......:..............
2716
10.0
.....................................
12.5
(SM) Yellow and green, moist, medium dense, silty SAND (SM)
SPT
89
4-6-9
5
(15)
15.0
(Continued Next Page)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGp,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NUMBER 18-175
MATERIAL DESCRIPTION
BORING NUMBER 175-6
PAGE 2 OF 2
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
'-'-'
0-
o
z
W
0
Wm
>-
Wo
U)
oz3
J
>
D Q
W
Z Q
o�
O�
m0>
w
Uz
Qz
0
rr
U
Ir
0-
0
(SM) Yellow and green, moist, medium dense, silty SAND (SM)
(continued)
(SM) Yellow and olive, moist, loose, silty SAND (SM)
Bottom of borehole at 20.0 feet.
Cl)
S6PT 100 3105
( )

0
BORING NUMBER 175-7
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
.ccA
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/22/18 COMPLETED 5/22/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL TAT END OF DRILLING 5.00 ft
NOTES 7-24hrs AFTER DRILLING 6.00 ft
A SPT N VALUE A
U
oC
cn w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z Q
PLMC �L
ov
rr
a�
0�
m0>
v`
}'-'
20 40 60 80
0
Z
U
U Z
Q
w
0
a
Ir
o
ElFINES CONTENT (%) ElU)
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(CH) Orange and gray, moist, micaceous, very stiff, FAT CLAY
(CH) (RESIDUUM)
.... _:.......: .......................
SPT
83
6-9-9
_ ._...;.......:.._..:.......
1
(18)
2.5
(CL) Brown and gray, moist, micaceous, stiff, sandy CLAY (CL)
SPT100
5137
( )
.... ..:....... :....... ....... .......
5.0
1
.......................
_
(SM) Gray and white, moist, micaceous, loose, silty fine SAND
(SM)
.......:......
SPT
100
4-4-5
3
(9)
7.5
SPT
100
3-3-5
4
(8)
10.0
(SM) Brown and yellow, moist, micaceous, dense, silty SAND
(SM)
12.5
SPT
100
8-14-22
(3)
15.0
(Continued Next Page)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGP,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NUMBER 18-175
MATERIAL DESCRIPTION
BORING NUMBER 175-7
PAGE 2 OF 2
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
'-'-'
0-
o
z
W
0
Wm
>-
Wo
U)
oz3
J
>
D Q
W
Z Q
o�
O�
m0>
w
Uz
Qz
0
rr
U
Ir
0-
0
(SM) Brown and yellow, moist, micaceous, dense, silty SAND
(SM) (continued)
(SM) Partially weathered rock (PWR-SM) sampled as silty Sand
Bottom of borehole at 20.0 feet.
C7
ZS6PT 180 28-50/4"

0
BORING NUMBER 175-8
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/22/18 COMPLETED 5/22/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA �Z AT TIME OF DRILLING 15.00 ft
LOGGED BY W EL CHECKED BY W EL TAT END OF DRILLING 7.00 ft
NOTES 7-24hrs AFTER DRILLING 3.00 ft
A SPT N VALUE A
U
oC
cn w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z Q
PL �L
ov
rr
a�
0�
m0>
v`
}'-'
20 40 60 80
0
Z
U
U Z
Q
w
0
a
Ir
o
ElFINES CONTENT (%) ElU)
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(CH) Brown and yellow, moist, micaceous, stiff, sandy CLAY (CH)
(FILL)
.......................................
SPT
72
4 05
._..........;.._..:.......
( )
2.5
(CH) Brown and gray, moist, micaceous, very stiff, sandy CLAY
(CH) (FILL)
........ :............... .......
SPT
72
4-7-9
2
(16)
..... .:....... :....... .......
5.0
.......................
(CL) Brown and yellow, wet, micaceous, stiff, sandy CLAY (CL)
(FILL)
...... ...:.. ...:..._..:......
SPT
28
445
1
3
(9)
7.5
_......... ... ........... ......
(CL) Gray and white, wet, micaceous, medium stiff, sandy CLAY
(CL) (FILL)
SPT
100
3-3-3
+
4
(6)
_:.._...:.......:..._..:.......
10.0
(SM) Brown to white, wet, micaceous, medium dense, silty SAND
(SM) (RESIDUUM)
12.5
�............................
SPT
100
4-4-7
( )
15.0
:... ,
-
.0...................
(Continued Next Page)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGp,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NUMBER 18-175
MATERIAL DESCRIPTION
BORING NUMBER 175-8
PAGE 2 OF 2
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
'-'-'
0-
o
z
W
0
Wm
>-
Wo
U)
oz3
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D Q
W
Z Q
o�
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Uz
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rr
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0
(SM) Brown to white, wet, micaceous, medium dense, silty SAND
(SM) (RESIDUUM) (continued)
(SM) Gray and white, wet, micaceous, dense, silty SAND (SM)
Bottom of borehole at 20.0 feet.
C7
S6PT 100 6-17-32
(4)

0
BORING NUMBER 175-9
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/21/18 COMPLETED 5/21/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA �Z AT TIME OF DRILLING 15.00 ft
LOGGED BY W EL CHECKED BY W EL TAT END OF DRILLING 6.50 ft
NOTES 7-24hrs AFTER DRILLING 6.00 ft
A SPT N VALUE A
U
oC
cn w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z Q
PLMC �L
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)
o
0
0.0
20 40 60 80
(OL) TOPSOIL (Approximately 2 inches)
(CH) Gray and brown, moist, micaceous, stiff, FAT CLAY (CH)
<• • • • • • ^ • • •
with sand (FILL)
SPT
50
3-3-6
_+ ......
1
(9)
..... ..:....... :.............. :.......
2.5
SPT
61
4106
( )
..... .......... :....... ....... .......
5.0
(CL) Yellow and brown, moist, micaceous, medium stiff, sandy
1 CLAY (CL) (FILL)
_..._...........:..._..:.......
SPT
100
3-3-5
3
(8)
..... ..:.......:............... :.......
7.5
... __..._..... ........... ......
(SM) Brown and olive, moist, micaceous, medium dense, silty
SAND (SM) (RESIDUUM)
.......:.......:.......:...............
SPT
100
3147
•
10.0
12.5
(SM) Orange and brown, wet, micaceous, medium dense, silty
SAND (SM)
SPT100
426
(1)
15.0
Q
L
(Continued Next Page)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGp,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NUMBER 18-175
MATERIAL DESCRIPTION
BORING NUMBER 175-9
PAGE 2 OF 2
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
'-'-'
0-
o
z
W
0
Wm
>-
Wo
U)
oz3
J
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D Q
W
Z Q
o�
O�
m0>
w
Uz
Qz
0
rr
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Ir
0-
0
(SM) Orange and brown, wet, micaceous, medium dense, silty
SAND (SM) (continued)
(SM) Brown and olive, wet, micaceous, medium dense, silty SAND
(SM) with gravel
Bottom of borehole at 20.0 feet.
C7
S6PT 100 7-13-15
(2)

0
BORING NUMBER 175-10
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/22/18 COMPLETED 5/22/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA �Z AT TIME OF DRILLING 15.00 ft
LOGGED BY W EL CHECKED BY W EL TAT END OF DRILLING 3.00 ft
NOTES AFTER DRILLING 6.00 ft
'''
o
z
H
A SPT N VALUE A
U
oC
>-
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)
o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(CH) Red and yellow, moist, micaceous, medium stiff, FAT CLAY
(CH) with sand (FILL)
.... .:.......:.. ...:.......:......
SPT
72
3-3-4
_...; ........... _ ..:.......
•
1
(7)
2.5
(CL) Brown and red, wet, micaceous, stiff, sandy CLAY (CL)
(FILL)
SPT61
3
•
16
( )
....... :....... ....... .......
5.0
.......................
_
(CH) Yellow and gray, moist, micaceous, medium stiff, FAT CLAY
(CH) (FILL)
_:.._...:.. ...:..._..:......
SPT
100
3-3-3
•
3
(6)
........:.......
7.5
•
SPT
100
3-2-4
4
(6)
_:.._...:.......:..._..:.......
10.0
......:.......:......:.......:.......
12.5
SPT
100
4-2-3
15.0
.......................................
_
(SM) Light red to yellow, wet, micaceous, medium dense, silty
SAND (SM) (RESIDUUM)
(Continued Next Page)

BORING NUMBER 175-10
T= zRivNG � Southern Engineering and Testing, P.C. PAGE 2 OF 2
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaeprdo-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
MATERIAL DESCRIPTION
'-'-'
0-o
o
z
w
Wm
�_
WD
cnw
oz3
J
>
D D Q
H
W 2
z Q
�`
o�
0
m0>
Y
w
Uz
Qz
0
Er
U
Ir
0-
0
(SM) Light red to yellow, wet, micaceous, medium dense, silty
SAND (SM) (RESIDUUM) (continued)
17.5
S6T 100 3(45)
gn n
Bottom of borehole at 20.0 feet.
C7
A SPT N VALUE A
20 40 60 80
MC L.L
i 0
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80

ob
U)
U
w
0
If
0-
0
BORING NUMBER 175-11
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/22/18 COMPLETED 5/22/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA �Z AT TIME OF DRILLING 15.00 ft
LOGGED BY W EL CHECKED BY W EL TAT END OF DRILLING 8.00 ft
NOTES 7-24hrs AFTER DRILLING 5.00 ft
A SPT N VALUE A
U
oC
cn w
a
�
20 40 60 80
W
a 0
Co
p D Q
z
PLMC �L
MATERIAL DESCRIPTION
>
m0>
w 2
Q
ov
rr
0
a�
Z
0�
U
U Z
v`
}'-'
20 40 60 80
Q
w
0
a
Ir
o
ElFINES CONTENT (%) ElU)
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(CH) Brown, moist, micaceous, medium stiff, sandy FAT CLAY
(CH) (FILL)
.... .:.......: .......................
SPT
67
3-4-4
_...; ........... _ ..:.......
1
(8)
2.5
(CH) Gray, moist, micaceous, stiff, FAT CLAY (CH) with sand
(FILL)
SPT
100
413)
5.0
.......:.......: .......:..............
(CL) Gray and brown, moist, micaceous, medium stiff, sandy
CLAY (CL) (FILL)
.......... ..........
SPT
100
4-4-4
.......:.......:.......:.......:.......
3
(8)
........:.......
7.5
..._......... ... ........... ......
_
(SM) Orange, moist, micaceous, loose, silty SAND (SM)
(RESIDUUM)
SPT
100
233
4
(6)
10.0
12.5
SPT
100
4 6 11
(SM) Orange and black, wet, medium dense, silty SAND (SM)
5
(17)
15.
17
(Continued Next Page)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGp,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NUMBER 18-175
MATERIAL DESCRIPTION
BORING NUMBER 175-11
PAGE 2 OF 2
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
0-'
�0
o
z
W
H
W
W D �_
(nw
J
~
CoO
_32
>O
z
DDQ
w
z a
�`
o�
O�
m0>
Y
w
Uz
Qz
O
rr
U
Ir
0-
0
(SM) Orange and black, wet, medium dense, silty SAND (SM)
(continued)
(SM) Brown and white, wet, medium dense, silty SAND (SM)
Bottom of borehole at 20.0 feet.
C7
S6PT 100 5-6--10
()

0
BORING NUMBER 175-12
Sor,- HF.R vENG +L,R.EvG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/22/18 COMPLETED 5/22/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA �Z AT TIME OF DRILLING 15.00 ft
LOGGED BY W EL CHECKED BY W EL TAT END OF DRILLING 6.00 ft
NOTES 7-24hrs AFTER DRILLING 2.00 ft
A SPT N VALUE A
U
oC
cn w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z Q
PLMC �L
ov
rr
a�
0�
m0>
v`
}'-'
20 40 60 80
0
Z
U
U Z
Q
W
0
a
Ir
o
ElFINES CONTENT (%) ElU)
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(CH) Red, moist, micaceous, medium stiff, FAT CLAY (CH) with
sand (FILL)
.......................................
SPT
100
2-2-3
_...; ........... _ ..:.......
�
1
(5)
......:.............:.......
2.5
(CH) Orange, moist, micaceous, stiff, FAT CLAY (CH) with sand
(RESIDUUM)
SPT
100
414)
5.0
..... ........ :............... ;.......
_
(CH) Gray, moist, micaceous, very stiff, FAT CLAY (CH)
SPT100
6 17 0
.......:.......:.......:.......:.......
( )
..... ......... :............. ..:.......
7.5
.... _..._..... ........... ......
(SM) White and olive, moist, micaceous, loose, silty SAND (SM)
(RESIDUUM)
SPT
83
3105
......... ..............................
10.0
12.5
SPT
100
4-3-5
(SM) Yellow and gray, wet, micaceous, loose, silty SAND (SM)
with gravel
5
(8)
15.0
17
(Continued Next Page)

BORING NUMBER 175-12
.Sor,-rHr..R vENGnvF, 'G Southern Engineering and Testing, P.C. PAGE 2 OF 2
C-36,j. •E.6—iC •C.cc d-T.&C 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
MATERIAL DESCRIPTION
'-'-'
0-o
o
z
w
Wm
�_
WD
cnw
oz3
J
>
D D Q
H
W 2
z Q
�`
a�
0
m0>
Y
w
Uz
Qz
0
cr
U
Ir
d
0
(SM) Yellow and gray, wet, micaceous, loose, silty SAND (SM)
with gravel (continued)
17.5
S6T 100 (15-5
0)
gn n
Bottom of borehole at 20.0 feet.
C7
A SPT N VALUE A
20 40 60 80
MC L.L
i 0
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80

0
BORING NUMBER 175-13
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/30/18 COMPLETED 5/30/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
'''
o
z
H
A SPT N VALUE A
U
oC
>-
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)
o
0
0.0
20 40 60 80
(OL) TOPSOIL (Approximately 2 inches)
(MH) Red, moist, micaceous, very stiff, ELASTIC SILT (MH) with
............... o•••
sand (RESIDUUM)
SPT
100
8-122-17
!._............_........
( )
2.5
_:..............._..:.......
El(
S2T
100
912716
)
..... ..:...... ........ ....... :.......
5.0
.......................
(ML) Yellow and orange, moist, micaceous, very stiff, sandy SILT
(ML)
.... ...:...... :.. .......
SPT
100
6-2-12
( )
7.5
SPT
100
9-10-14
(2)
_.. _...........:..._..:.......
10.0
(SM) Olive, wet, micaceous, silty SAND (SM)
12.5
�.....:.......:...............
SPT
100
51-6
(1)
15.0
(Continued Next Page)

BORING NUMBER 175-13
L2VG � Southern Engineering and Testing, P.C. PAGE 2 OF 2
twe�lm� •Erjree •C.cc.cu.. Taal •5}o-ca7Iaeprdo-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
-'
o
z
A SPT N VALUE A
U
0
of
>-
U) w
a
�
20 40 60 80
W
a 0
Co
p D Q
z 0
PL 0 LL
v
MATERIAL DESCRIPTION
>
m >
w 2
`
'-'
o
rr
c7
o
z
0 -
W
0
U z
v
}
20 40 60 80
Q
0
Ir
ElFINES CONTENT (%) ElU)o
0
20 40 60 80
(SM) Olive, wet, micaceous, silty SAND (SM) (continued)
17.5
(SM) Brown to olive, moist, micaceous, silty SAND (SM)
SPT
100
7-8-10
_.........
_
()
20.0
Bottom of borehole at 20.0 feet.
Cl)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGP,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridae Commons MF. LLC
PROJECT NUMBER 18-175
DATE STARTED 5/30/18 COMPLETED 5/30/18
DRILLING CONTRACTOR SE&T
DRILLING METHOD 2 1/4-in HSA
LOGGED BY WEL CHECKED BY WEL
NOTES
BORING NUMBER 175-14
PAGE 1 OF 1
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
GROUND ELEVATION HOLE SIZE 6 inches
GROUNDWATER LEVELS:
AT TIME OF DRILLING ---
AT END OF DRILLING ---
AFTER DRILLING ---
A SPT N VALUE A
U
oC
cn w
a
�
20 40 60 80
~
a 0
MATERIAL DESCRIPTION
_ Co
>
p Q
w
z Q
PLMC �L
ov
oaCJ
o
O°C
m0>
v`
}'-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)
o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 3 inches)
(ML) Red, moist, micaceous, very stiff, sandy SILT (ML)
-
<• • • • • • ^ • • •
(RESIDUUM)
SPT
78
5-10-15
_ ._...:.......:.._..:.......
_
1
(25)
2.5
(SM) Yellow and brown, moist, micaceous, medium dense, silty
SAND (SM) with gravel
SPT
83
9-11-13
2
(24)
5.0
............ ..:..
_
(SC) Partially weathered rock (PWR-SC) sampled as clayey
-
SAND
SPT
87
21-38-
. .... ....................
»
3
50/3"
7.5
»
SPT
175
50/4"
Refusal at 8.0 feet.
4
Bottom of borehole at 8.0 feet.
C7

0
BORING NUMBER 175-15
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/30/18 COMPLETED 5/30/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
'''
o
z
H
A SPT N VALUE A
U
oC
>-
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)
o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(ML) Yellow and orange, moist, micaeous, very stiff, sandy SILT
(ML) (RESIDUUM)
.... .:.......: .......................
SPT
89
6-11-13
_ ._...:.......:.._..:.......
1
(24)
2.5
(ML) Yellow and black, moist, micaceous, very stiff, sandy SILT
(ML)
SPT
89
6-8-9
2
(17)
..... ..:....... :....... .......
5.0
......:.......:.......:.......:.......
SPT100
5169
( )
..... ......... :............... :.......
7.5
(ML) Yellow and gray, moist, micaceous, medium stiff, sandy SILT
(ML)
SPT
100
3-3-3
4
(6)
_:.._...:.......:..._..:.......
10.0
......................................
12.5
(SM) Brown and white, moist, micaceous, medium dense, silty
SAND (SM)
SPT100
6-9-8
()
15.0
(Continued Next Page)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGp,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NUMBER 18-175
MATERIAL DESCRIPTION
BORING NUMBER 175-15
PAGE 2 OF 2
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
0-'
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0-
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(SM) Brown and white, moist, micaceous, medium dense, silty
SAND (SM) (continued)
(SM) Gray, wet, micaceous, medium dense, silty SAND (SM) with
gravel
Bottom of borehole at 20.0 feet.
C7
SPT 78 9-6-5
6 (11)

0
BORING NUMBER 175-16
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/31/18 COMPLETED 5/31/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
o
z
H
A SPT N VALUE A
U
0-'
of
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(ML) Red and yellow, moist, micaeous, hard, sandy SILT (ML)
(RESIDUUM)
.......................................
SPT
89
10-137-20
...._...;.......:.._..:.......
( )
2.5
..............:..............
(ML) Yellow and red, moist, micaceous, hard, sandy SILT (ML)
SPT
78
10-1122-28
._..........:.._..:.......
()
5.0
...............................
(ML) Yellow and black, moist, micaceous, very stiff, sandy SILT
(ML)
..... _...:.. ...:..._........
SPT
89
8-11-11
3
(22)
7.5
(SM) Yellow and orange, moist, micaceous, medium dense, silty
SAND (SM)
SPT
100
4137
•
10.0
12.5
(SM) Brown and orange, moist, micaceous, medium dense, silty
SAND (SM)
SPT
56
7-111 10
.......:....... :...............
(2)
15.0
(Continued Next Page)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGp,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NUMBER 18-175
MATERIAL DESCRIPTION
BORING NUMBER 175-16
PAGE 2 OF 2
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
0-'
�0
o
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W
H
W
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(nw
J
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w
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U
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0-
0
(SM) Brown and orange, moist, micaceous, medium dense, silty
SAND (SM) (continued)
(SM) White, wet, micaceous, medium dense, silty SAND (SM)
Bottom of borehole at 20.0 feet.
C7
S6PT 100 5-7-10
( )

U)
U
w
U
If
0-
0
BORING NUMBER 175-17
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
.ccA
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/31/18 COMPLETED 5/31/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
o
z
H
A SPT N VALUE A
U
0-'
of
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(ML) Yellow and orange, moist, micaceous, very stiff, sandy SILT
(ML) (RESIDUUM)
.... .:.......: .......................
SPT
94
10-9-10
_ ._...;.......:.._..:.......
1
(19)
2.5
SPT
89
10-7-9
2
(16)
5.0
............... ................ :.......
SPT
100
6-8-7
7.5
3
(15)
.... ........... .......... ......
(ML) White and yelllow, moist, micaceous, stiff, sandy SILT (ML)
SPT
100
4-5-7
10.0
...............
12.5
(SM) Red to gray, wet, micaceous, loose, silty SAND (SM)
SPT
100
5-5-5
( )
15.0
(Continued Next Page)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGp,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NUMBER 18-175
MATERIAL DESCRIPTION
(SM) Red to gray, wet, micaceous, loose, silty SAND (SM)
(continued)
BORING NUMBER 175-17
PAGE 2 OF 2
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
0-'
�0
o
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W
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W
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CoO
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w
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m0>
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w
Uz
Qz
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U
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0-
0
(SM) White, wet, micaceous, medium dense, silty SAND (SM)
Bottom of borehole at 20.0 feet.
C7
S6PT 100 5-9-10
()

0
BORING NUMBER 175-18
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/31/18 COMPLETED 5/31/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
o
z
H
A SPT N VALUE A
U
0-'
of
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)
o
0
0.0
20 40 60 80
(OL) TOPSOIL (Approximately 2 inches)
(ML) Red, moist, micaceous, hard, sandy SILT (ML) (RESIDUUM)
............... ^•••
SPT
100
10-1144-20
.._...;.......:.._..:.......
( )
2.5
(ML) Red and orange, moist, micaceous, very stiff, sandy SILT
(ML)
... .
SPT100
612312
( )
..... ..:....... :....... ....... .......
5.0
......................
(ML) Yellow and red, moist, micaceous, very stiff, sandy SILT (ML)
SPT
78
7-7-10
.......:.......:.......:.......:.......
3
(17)
...
7.5
.... ...._..... ........... ......
(ML) White and yelllow, moist, micaceous, stiff, sandy SILT (ML)
SPT
94
4-7-6
4
(13)
.... .... ..............................
10.0
.....................................
12.5
(SM) Orange and yellow, moist, micaceous, loose, silty SAND
(SM)
SPT
100
4-4- 5
5
(9)
15.0
(Continued Next Page)

BORING NUMBER 175-18
T= zRivNG � Southern Engineering and Testing, P.C. PAGE 2 OF 2
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaeprdo-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
MATERIAL DESCRIPTION
'-'-'
0-o
o
z
w
Wm
�_
WD
cnw
oz3
J
>
D D Q
H
W 2
z Q
�`
o�
0
m0>
Y
w
Uz
Qz
0
Er
U
Ir
0-
0
(SM) Orange and yellow, moist, micaceous, loose, silty SAND
(SM) (continued)
17.5
S6T 89 (14-6
0)
gn n
Bottom of borehole at 20.0 feet.
C7
A SPT N VALUE A
20 40 60 80
MC L.L
i 0
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80

0
BORING NUMBER 175-19
Sor,- HF.R vENG +L,R12vG Southern Engineering and Testing, P.C. PAGE 1 OF 2
6120- Brookshire Boulevard
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
.ccA
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/31/18 COMPLETED 5/31/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
o
z
H
A SPT N VALUE A
U
0-'
of
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)
o
0
0.0
20 40 60 80
(OL) TOPSOIL (Approximately 2 inches)
(ML) Brown, moist, micaceous, very stiff, sandy SILT (ML)
<• • • • • • ^ • • •
(RESIDUUM)
SPT
89
7-9-14
_ ._...:.......:.._..:.......
1
(23)
2.5
SPT
89
6-8-13
2
(21)
......................
5.0
.......:......:.......:.......:.......
S3T
100
7 120414
( )
(ML) Yellow and orange, moist, micaceous, very stiff, clayey SILT
7.5
(ML)
SPT
100
5-5-7
10.0
.....................................
12.5
(SM) Yellow and orange, moist, micaceous, loose, silty SAND
(SM)
SPT
100
2-3-3
5
(6)
15.0
(Continued Next Page)

thern Engineering and Testing, P.C.
.SoT.,�.HERzvENGp,F, �G Sou
twe�lm� •Erjree •Gcc.cu.. Taal •5}o-ca7Iaepr�do-ac 6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC
PROJECT NUMBER 18-175
MATERIAL DESCRIPTION
BORING NUMBER 175-19
PAGE 2 OF 2
PROJECT NAME Cambridae Commons MF
PROJECT LOCATION Denver, North Carolina
0-'
�0
o
z
W
H
W
W D �_
(nw
J
~
CoO
_32
>O
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DDQ
w
z a
�`
o�
O�
m0>
Y
w
Uz
Qz
O
rr
U
Ir
0-
0
(SM) Yellow and orange, moist, micaceous, loose, silty SAND
(SM) (continued)
(SM) Yellow and red, moist, micaceous, medium dense, silty
SAND (SM)
Bottom of borehole at 20.0 feet.
C7
S6PT 100 4-6-7
6 7
( )

0
BORING NUMBER 175-20
vENGnvF, �G Southern Engineering and Testing, P.C. PAGE 1 OF 1
.Sor,-rHr..R
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/30/18 COMPLETED 5/30/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
'''
o
z
H
A SPT N VALUE A
U
oC
>-
U) w
a
�
20 40 60 80
w
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
w
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)
o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(ML) Red, moist, micaceous, medium stiff, sandy SILT (ML)
(RESIDUUM)
.......................................
SPT
61
4-3-5
_...; ........... _ ..:.......
1
(8)
2.5
................................
(ML) Red, moist, micaceous, hard, sandy SILT (ML)
SPT
100
8 3118
0.
( )
..............
5.0
.......................
(ML) Orange, moist, micaceous, very stiff, sandy SILT (ML)
SPT100
9 2817
.......:.......:.......:.......:.......
•:
( )
........:.......
7.5
....:.......:..............
SPT
89
6 2614
10.0
.....................................
12.5
(SM) Red to gray, moist, micaceous, medium dense, silty SAND
(SM)
SPT100
5137
( )
15.0
Bottom of borehole at 15.0 feet.

0
BORING NUMBER 175-21
vENGnvF, �G Southern Engineering and Testing, P.C. PAGE 1 OF 1
.Sor,-rHr..R
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/30/18 COMPLETED 5/30/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
'''
o
z
H
A SPT N VALUE A
U
oC
>-
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(ML) Red, moist, micaceous, very stiff, sandy SILT (ML)
(RESIDUUM)
.......................................
SPT
100
5-120-10
_ ._...;.......:.._..:.......
( )
2.5
SPT100
5148
( )
..... .:....... :....... ....... .......
5.0
......................
(ML) Red and yelllow, moist, micaceous, very stiff, sandy SILT
(ML)
.... ._:....... :.. .......
SPT100
812715
( )
..... .... .... :............... :.......
7.5
SPT
100
7-122-16
10.0
......................................
12.5
(SM) Olive and white, moist, micaceous, medium dense, silty
SAND (SM)
SPT100
5137
( )
15.0
Bottom of borehole at 15.0 feet.

0
BORING NUMBER 175-22
vENGnvF, �G Southern Engineering and Testing, P.C. PAGE 1 OF 1
.Sor,-rHr..R
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 6/1/18 COMPLETED 6/1/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
o
z
H
A SPT N VALUE A
U
0-'
of
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)o
0
0.0
20 40 60 80
(OL) TOPSOIL (Approximately 2 inches)
(ML) Red and yellow, moist, micaceous, very stiff, sandy SILT
<• • • • • • ^ • • •
(ML) (RESIDUUM)
SPT
100
6-6--10
.......;.._..:.......
()
..............
2.5
T
S2
100
6 810
8
( )
..... ..:....... :....... ....... .......
5.0
......................
(ML) Yellow and orange, moist, micaceous, very stiff, sandy SILT
(ML)
.... _:.._...:.. ...:..._........
SPT100
5137
( )
......:.......:.....................
7.5
.... ........... .......... ......
(SM) Orange and black, moist, micaceous, medium dense, silty
SAND (SM)
SPT
100
5 6g13
•
10.0
...............................
•
12.5
SPT100
5 810
( 8)
15.0
Bottom of borehole at 15.0 feet.

0
BORING NUMBER 175-23
vENGnvF, �G Southern Engineering and Testing, P.C. PAGE 1 OF 1
.Sor,-rHr..R
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 6/1/18 COMPLETED 6/1/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF DRILLING ---
NOTES AFTER DRILLING ---
o
z
H
A SPT N VALUE A
U
0-'
of
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(ML) Yellow and orange, moist, micaceous, very stiff, sandy SILT
(ML) (RESIDUUM)
.... .:.......: .......................
SPT
100
6-8-11
_ ._...;.......:.._........
()
2.5
(ML) Yellow and orange, moist, micaceous, stiff, sandy SILT (ML)
SPT100
4137
( )
5.0
.......:...............:.......:.......
SPT100
4126
( )
..... ......... :............... :.......
7.5
.... _..._..... ........... ......
(ML) Orange and black, moist, micaceous, stiff, sandy SILT (ML)
SPT
100
4-6-8
10.0
.....................................
12.5
(SM) Yellow and black, moist, micaceous, medium dense, silty
SAND (SM)
SPT100
5-8-9
()
15.0
Bottom of borehole at 15.0 feet.

0
BORING NUMBER 175-24
vENGnvF, �G Southern Engineering and Testing, P.C. PAGE 1 OF 1
.Sor,-rHr..R
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
DATE STARTED 5/21/18 COMPLETED 5/21/18 GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER LEVELS:
DRILLING METHOD 2 1/4-in HSA �Z AT TIME OF DRILLING 15.00 ft
LOGGED BY W EL CHECKED BY W EL TAT END OF DRILLING 6.00 ft
NOTES 7-24hrs AFTER DRILLING 4.00 ft
A SPT N VALUE A
U
oC
cn w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z Q
PLMC �L
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)
o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:...............
; .......
(ML) Orange and black, moist, micaceous, stiff, sandy SILT (ML)
(RESIDUUM)
.......................................
SPT
100
4 6-8
..:.
_ .•........:.. _ ......
..
( )
2.5
SPT
100
3105
46
( )
5.0
...............:.......
_
(ML) Orange and yellow, moist, micaceous, medium stiff to stiff,
sandy SILT (ML)
_:.. _...:.. ...:.......:......
SPT
100
3-3-5
3
(8)
........:.......
7.5
�...:.......:..............
SPT
100
311-6
10.0
......................................
12.5
(SM) Olive and gray, wet, micaceous, medium dense, silty SAND
(SM) with gravel
SPT100
4169
•
( )
15.0
Bottom of borehole at 15.0 feet.

0
BORING NUMBER 175-25
vENGnvF, �G Southern Engineering and Testing, P.C.
PAGE 1 OF 1
.Sor,-rHr..R
6120- Brookshire Boulevard
.ccA
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME
Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION
Denver, North
Carolina
DATE STARTED 5/30/18 COMPLETED 5/30/18 GROUND ELEVATION
HOLE
SIZE 6 inches
DRILLING CONTRACTOR SE&T GROUNDWATER
LEVELS:
DRILLING METHOD 2 1/4-in HSA AT TIME OF DRILLING ---
LOGGED BY W EL CHECKED BY W EL AT END OF
DRILLING ---
NOTES AFTER DRILLING
---
'''
o
z
H
A SPT N VALUE A
U
oC
>-
U) w
a
�
20 40 60 80
W
a 0
MATERIAL DESCRIPTION
Co
>
p D Q
w 2
z 0
PL 0 LL
o v
rr
o
0 �
m 0 >
v `
} '-'
20 40 60 80
0
z
W
U z
Q
0
Ir
ElFINES CONTENT (%) ElU)o
0
0.0
20 40 60 80
—
(OL) TOPSOIL (Approximately 6 inches)
...............:............... ; .......
(ML) Red, moist, micaceous, stiff, sandy SILT (ML) (RESIDUUM)
SPT
100
5 5-9
_ ._..........:.._..:.......
( )
2.5
(ML) Yellow and red, moist, micaceous, very stiff, sandy SILT (ML)
SPT100
712413
( )
..... ..:...... :....... ....... .......
5.0
.................. .............. .......
SPT100
7 2314
( )
..... ..:.......:............... :.......
7.5
(SM) Yellow and orange, moist, micaceous, very stiff, silty SAND
(SM)
SPT
100
5 7-1-0
7 0
......... ..............................
10.0
Bottom of borehole at 10.0 feet.

GRAIN SIZE DISTRIBUTION
So r, rmF.R v NGpi 1'� G Southern Engineering and Testing, P.C.
6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 14 16 20 30 40 50 60 100 140 200
100
95
90
85
80
75
70
65
60
w
� 55
m
m
w
50
z
LL
45
z
w
m
40
w
LL
35
30
25
20
15
10
5
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
BOREHOLE DEPTHClassification
LL
PL
PI
Cc
Cu
•
175-1 3.5
Red, moist, micaceous, ELASTIC SILT (MH) with sand (FILL)
58
33
25
m
175-9 1 D
Brown and gray, moist, FAT CLAY (CH) (FILL)
76
30
46
A
175-13 3.5
Red, moist, micaceous, ELASTIC SILT (MH) with sand (FILL)
66
38
28
BOREHOLE
DEPTHD100
D60
D30
D10
%Gravel
%Sand
%Silt
%Clay
0
175-1 3.5
4.75
31.5
68.2
m
175-9 1.0
2
23.3
74.5
A
175-13 3.5
2
19.6
79.7
COBBLES
GRAVEL
SAND
SILT OR CLAY
k_�oarse fine
coarse medium fine

0
ATTERBERG LIMITS' RESULTS
Sor,- .$FRNENG +L,R12vG Southern Engineering and Testing, P.C.
.ccA Brookshire Boulevard
C-36,j. •E.6—iC •Cd-T.&C •5}o-ca7Iaepr�do-ac 6120-
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
60
CL
CH
50
P
L
A
m
S 40
T
I
C
T
30
Y
I
N
•
20
E
X
10
0
ML
MH
CL-ML
0 20 40 60 80 100
LIQUID LIMIT
BOREHOLE DEPTH
LL
PL
PI
Fines
Classification
•
175-1 3.5
58
33
25
68.2
Red, moist, micaceous, ELASTIC SILT (MH) with sand (FILL)
m
175-9 1.0
76
30
46
74.5
Brown and gray, moist, micaceous, FAT CLAY (CH) (FILL)
♦
175-13 3.5
66
38
28
79.7
Red, moist, micaceous, ELASTIC SILT (MH) with sand (FILL)

SUMMARY OF LABORATORY RESULTS
Soo, rmER v NGpi 1'� G Southern Engineering and Testing, P.C. PAGE 1 OF 3
6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
Borehole
Depth
Liquid
Limit
Plastic
Limit
Plasticity
Index
Maximum
Size
(mm)
o 0
Sieve
Sieve
Class- ification
Water
Content
N
Dry
Density
(pcf)
Satur
ation
N
Void
Ratio
175-1
1.0
16.7
175-1
3.5
58
33
25
4.75
68.2
MH
23.1
175-1
6.0
21.2
175-1
8.5
35.9
175-1
13.5
46.6
175-1
18.5
31.1
175-2
1.0
31.1
175-2
3.5
24.0
175-2
6.0
24.9
175-2
8.5
37.4
175-2
13.5
42.9
175-2
18.5
51.5
175-4
1.0
27.8
175-4
3.5
26.7
175-4
6.0
28.8
175-4
8.5
25.8
175-4
13.5
28.8
175-4
18.5
31.5
175-5
1.0
42.1
175-5
2.5
32.9
175-5
3.5
39.3
175-5
5.0
50.5
175-5
6.0
34.5
175-5
7.5
45.6
175-5
8.5
42.9
175-5
13.5
25.2
175-5
18.5
23.0
175-5
20.0
22.7
175-6
1.0
20.5
175-6
3.5
27.5
175-6
6.0
23.0
175-6
8.5
16.9
175-6
13.5
14.9
175-6
18.5
18.4
175-8
1.0
19.7
175-8
3.5
21.1
175-8
6.0
14.5
175-8
8.5
19.4
175-8
10.0
27.0
175-8
13.5
23.7
175-8
15.0
25.7
175-8
18.5
20.7
175-9
1.0
76
30
46
2
74.5
CH
23.0

SUMMARY OF LABORATORY RESULTS
Soo, rmER v NGpi 1'� G Southern Engineering and Testing, P.C. PAGE 2 OF 3
6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
Borehole
Depth
Liquid
Limit
Plastic
Limit
Plasticity
Index
Maximum
Size
(mm)
o 0
Sieve
Sieve
Class- ification
Water
Content
N
Dry
Density
(pcf)
Satur
ation
N
Void
Ratio
175-9
3.5
16.7
175-9
6.0
20.5
175-9
8.5
27.8
175-9
13.5
34.0
175-9
18.5
33.3
175-10
1.0
16.3
175-10
3.5
26.9
175-10
6.0
31.1
175-10
8.5
28.3
175-10
13.5
45.3
175-10
18.5
32.1
175-12
1.0
20.3
175-12
3.5
21.2
175-12
6.0
20.7
175-12
7.5
22.7
175-12
8.5
17.3
175-12
13.5
26.4
175-12
18.5
46.0
175-13
1.0
17.5
175-13
3.5
66
38
28
2
79.7
MH
28.2
175-13
6.0
18.5
175-13
8.5
20.6
175-13
13.5
22.6
175-13
18.5
20.7
175-13
20.0
14.2
175-14
1.0
19.7
175-14
3.5
24.1
175-14
6.0
12.0
175-14
8.0
22.7
175-16
1.0
14.2
175-16
3.5
17.7
175-16
6.0
23.2
175-16
8.5
24.1
175-16
13.5
13.6
175-16
18.5
16.6
175-18
1.0
14.9
175-18
3.5
18.0
175-18
6.0
19.1
175-18
8.5
16.6
175-18
13.5
19.8
175-18
18.5
23.9
175-18
20.0
32.9
175-20
1.0
24.6

SUMMARY OF LABORATORY RESULTS
Soo, rmER v NGpi 1'� G Southern Engineering and Testing, P.C. PAGE 3 OF 3
6120-A Brookshire Boulevard
Charlotte, NC 28216
CLIENT Cambridge Commons MF, LLC PROJECT NAME Cambridge Commons MF
PROJECT NUMBER 18-175 PROJECT LOCATION Denver, North Carolina
Borehole
Depth
Liquid
Limit
Plastic
Limit
Plasticity
Index
Maximum
Size
(mm)
o 0
Sieve
Sieve
Class- ification
Water
Content
N
Dry
Density
(pcf)
Satur
ation
N
Void
Ratio
175-20
3.5
16.7
175-20
6.0
15.8
175-20
8.5
20.4
175-20
13.5
23.4
175-22
1.0
34.1
175-22
3.5
22.0
175-22
6.0
23.2
175-22
8.5
32.3
175-22
13.5
29.1
175-24
1.0
27.3
175-24
3.5
20.6
175-24
6.0
19.9
175-24
8.5
26.7
175-24
13.5
30.0
175-24
15.0
21.8