SW3221203_Soils/Geotechnical Report_20221216

March 31, 2022
Fiorenza Properties, LLC
GEQSCIENCE 118 East Kingston Avenue, Suite 16
GROUP Charlotte, North Carolina 28203
Attention: Ms. Bridget McClellan
Operations Manager
Reference: Report Of Geotechnical Subsurface Exploration
McCanless Road Subdivision
Salisbury, North Carolina
Geoscience Project No. CH22.002 LGE
Consulting Engineers
Geoscience Group, Inc. (Geoscience) has completed the subsurface exploration and
geotechnical evaluation for the referenced project. This work was performed in general
accordance with Geoscience Proposal No. CH22.047P.GE. The purpose of this exploration
was to determine the general subsurface conditions at the site and to evaluate those conditions
with regard to foundation support and site development. This report presents our findings
along with our geotechnical conclusions and recommendations for design and construction of
the project.
SCOPE OFE"LOR,47TON
Field Services: The subsurface exploration included the execution of twelve (12) soil test
borings (B-1 through B-12) at the approximate locations shown on the Boring Location
Diagram, Drawing No. CH22.0021.GE-1, included in the Appendix. The boring locations
were established in the field by an engineer from Geoscience using the February 9, 2022,
project drawing entitled Preliminary Site Plan prepared by Alley, Williams, Carmen & King
Inc., a handheld GPS unit and the existing site features as reference.
The soil test borings were extended to depths ranging from approximately 10 to 20 feet
below the ground surface using continuous -flight, hollow -stem augers. Drilling fluid was
not used during this process. Standard Penetration Tests were performed in the soil test
borings at designated intervals using an automatic hammer in general accordance with
ASTM D 1586-84. A correction factor has been used for our analysis of the Standard
Penetration Tests with the automatic hammer assembly; however, the N-values reported on
the Test Boring Records are the field recorded values. In conjunction with the penetration
testing, split -spoon soil samples were recovered at each test depth and placed in plastic
resealable bags.
All soil samples were returned to our laboratory for soil classification and laboratory testing.
A brief description of the field testing procedures and copies of the Test Boring Records are
included in the Appendix. Elevations shown on the Test Boring Records and referenced
within -this report were interpolated from the above referenced project drawing and should be
considered approximate.
500 Clanton Road Charlotte, North Carolina Telephone Facsimile NC License
Suite K 28217 704.525,2003 704.525.2051 F-0585

Fiorenza Properties, LLC
Geoscience Project No. CH22.0021.GE
March 31, 2022
Page 2
Laboratory Services: The laboratory services provided for this project included visual
classification of the soil samples by the project geotechnical engineer. The color, texture and
plasticity characteristics were used to identify each soil sample in general accordance with the
Unified Soil Classification System (USCS). In addition, Atterberg Limits tests and natural
moisture content determinations were performed on select split -spoon soil samples to further
assess the plasticity characteristics and moisture conditions of the near -surface soils. The
results of the visual classifications, Atterberg Limits tests and natural moisture content
determinations are presented on the Test Boring Records.
SITE AND SUBSURFACE FINDINGS
Site: The 20.7f acre project site (Rowan County Parcel ID No. 5770-04-50-8920) is located
in the southeast quadrant formed by the intersection of McCanless Road and Choate Road in
Salisbury, North Carolina. The project site is currently undeveloped with the groundcover
consisting of agricultural fields and wooded areas. In addition, drainage features extend
across the northeastern and southeastern portions of the site. At the time our field services
were performed, soft, saturated near-surfacc soils were observed in the vicinity of the
drainage features.
The ground surface across the project site generally slopes downward from the north toward
the south and east. A high elevation of approximately 737 feet (MSL) is present in the
northwestern corner of the site, and a low elevation of approximately 686 feet (MSL) is
present in the southeastern portion.
Subsurface: The subsurface conditions at the site, as indicated by the soil test borings,
generally consist of a residual soil profile which has formed from the in -place weathering of
the underlying parent bedrock. The generalized subsurface conditions are described below
and illustrated on the Generalized Subsurface Profiles, Drawing Nos. CH22.002 LGE-2 and
CH22.002 LGE-3, included in the Appendix. For soil descriptions and general stratification
at a particular boring location, the respective Test Boring Record should be reviewed.
Commencing at the ground surface in all the soil test borings, an upper layer of topsoil and
roots was encountered to depths ranging from approximately % to 1 foot. AIso, it should be
noted that the root mat of large trees can be quite extensive and normally extends a
minimum of 2 to 3 feet below the ground surface.
Subjacent to the topsoil in soil test borings B-1, B-2, B-4, B-5, B-8, B-10 and B-11, residual
very silty CLAY and very clayey SILT soils were encountered to a depth of approximately 3
feet below the ground surface. The Standard Penetration Test results within these residual
very clayey soils range between 10 and 19 Blows Per Foot (BPF). In addition, the natural
moisture contents of these residual very silty CLAY and very clayey SILT soils range from
approximately 22 4 to 38 % percent, the liquid limits range from 52 to 79 percent, and the
plasticity indices range from 30 to 47 percent. The residual very silty CLAY and very clayey
SILT soils are depicted in orange on the Generalized Subsurface Profiles.

Fiorenza Properties, LLC
Geoscience Project No. CH22.002LGE
March 31, 2022
Page 3
Residual clayey SILT, sandy SILT and silty SAND soils, with varying amounts of mica, are
present beneath the topsoil and/or residual very silty CLAY and very clayey SILT soils in all
the soil test borings performed for this phase of the project. These residual SILT and SAND
soils extend to depths ranging from approximately 3 to 20 feet below the ground surface. The
Standard Penetration Test results within these residual SILT and SAND soils range from 8 to
79 BPF. Also, the natural moisture contents of these residual clayey SILT, sandy SILT and
silty SAND soils range from approximately 15% to 51 percent.
Partially Weathered Rock: Partially weathered rock was initially encountered in soil test
borings B-3, B-11 and B-12 at depths ranging from approximately 3 to 8 feet below -he
ground surface. These depths to the beginning of partially weathered rock correspond to
elevations ranging from approximately 695 to 715 feet (MSL). For engineering purposes,
partially weathered rock is considered any dense residual soil exhibiting a Standard
Penetration Resistance value in excess of 100 BPF. When sampled, the partially weathered
rock generally consists of silty SAND soils. The partially weathered rock is depicted in green
on the Generalized Subsurface Profiles.
Groundwater Observations: Groundwater measurements were attempted at the completion of
each soil test boring and again at the conclusion of the drilling activities. No measurable
groundwater was observed in any of the soil test borings performed for this phase of the
project. However, moist to very moist soil conditions were observed in most of the soil test
borings; these zones of moist to very moist soil conditions are shown on the Test Boring
Records.
PROJECT DESCRIPTION
The proposed project will include the construction of multiple single-family homes with
supporting pavement areas. In addition, a detention pond and lift station will be located in
the southeastern portion of the site. The currently proposed site layout is shown on the
Boring Location Diagram. Structural loading information and finished grades were not
available at the time this report was prepared; however, due to the topographic relief across
the project site, modular block retaining walls may be utilized to facilitate the final grades.
CONCLUSIONSAND RECOMMENDATIONS
The soil test borings performed at this site represent the subsurface conditions at the test
locations only. Due to the prevailing geology, there can be changes in the subsurface
conditions over relatively short distances that have not been disclosed by the results of the
borings performed. Consequently, there may be undisclosed subsurface conditions that
require special treatment or additional preparation once these conditions are revealed during
construction.

Fiorenza Properties, LLC
Geoscience Project No. CH22.002LGE
March 31, 2022
Page 4
Our conclusions and recommendations are based on the project description outlined above and
on the data obtained from our field testing program. Changes in the project or variations in the
subsurface conditions may require modifications to our recommendations. Therefore, as the
project plans are finalized, we will require the opportunity to review our recommendations in
light of the new design information and make any necessary changes.
PROJECT DESIGN
Building Su ort: Provided the recommendations outlined herein are implemented, the
future homes can be adequately supported on shallow foundation systems consisting of
spread footings bearing on suitable residual soils or on newly -placed structural fill. A net
allowable bearing pressure of up to 3,000 pounds per square foot (PSF) can be used for
design of the foundations. The net allowable bearing pressure is that pressure which may be
transmitted to the soil in excess of the minimum surrounding overburden pressure.
Minimum wall and column footing dimensions of 16 and 24 inches, respectively, should be
maintained to reduce the possibility of a localized, "punching" type, shear failure. Exterior
foundations and foundations in unheated areas should be designed to bear at least 18 inches
below finished grades for frost protection.
Slab -on -grade floor systems can be adequately supported on suitable residual soils or on
newly -placed structural fill provided the site preparation and fill recommendations outlined
herein are implemented. The floor slabs should be structurally isolated from the building
foundations to allow independent movement. Also, we recommend that a granular material be
placed immediately beneath the floor slabs to provide a capillary barrier and to increase the
load distribution capabilities of the floor slab system. Furthermore, the use of a moisture
barrier should be considered to reduce the potential for moisture transmission through the
slabs. However, proper curing techniques must be employed when using a moisture barrier to
prevent uneven curing.
Seismic Design Parameters: Review of the North Carolina Building Code (NCBC) and the
results of the soil test borings indicate that a Site Class C Category should be used for seismic
design.
Exterior Pavements: Design of the project pavements was beyond the scope of services
provided herein. Suitable residual soils or newly -placed structural fill can provide adequate
support for a pavement system designed for the appropriate subgrade strength and traffic
characteristics. The pavement subgrade should be prepared in accordance with the site
preparation and fill recommendations provided in this report. The subgrade and the pavement
surface should be sloped to a suitable outlet area to provide positive subsurface and surface
drainage away from the pavement. Water within the base course layer and ponded water on
the pavement surface can lead to softening of the subgrade and other problems that will result
in accelerated deterioration of the pavement system.

Fiorenza Properties, LLC
Geoscience Project No. CH22.0021.GE
March 31, 2022
Page 5
Modular Block Retaining Walls: Based on the topographic relief across the project site,
modular block retaining walls may be utilized to facilitate the final site grades. Our experience
with modular block retaining wall design and construction indicates that the reinforced zone of
the wall system is typically designed to consist of a granular soil with a minims SAND
content of 65 percent, and a Plasticity Index and Liquid Limit less than 15 and 40 percent,
respectively. Utilizing a granular soil within the reinforced zone of the wall system will
minimize the amount of lateral movement and the resulting crack that occurs at the ground
surface at the end of the reinforcing material. Based on the soil types encountered at the site, it
appears that the onsite very sandy SILT soils, silty SAND soils and weathered rock materials
will likely meet these typical reinforced zone parameters. These soils were limited to borings
B-1, B-3, B-6, B-11 and B-12. As a result, it may be necessary to import soils or mine
portions of the site for sandier backfill material for wall construction. In addition,
consideration should be given to construction phasing so that any suitable wall backfill
material encountered in the cut areas is stockpiled for use at the time of wall construction.
Also, triaxial shear testing must be performed on the onsite soils in order to provide strength
parameters for wall design. Please note that Geoscience can provide modular block retaining
wall design services.
Soil test borings should be performed along the centerline of the proposed modular block
retaining walls. Additional recommendations with regard to foundation support and subgrade
preparation can be provided after the soil test borings are performed. In addition, full time
observation and testing must be performed during wail construction and backfill placement.
Cut And Fill Slo es: We recommend that all permanent cut slopes within residual soils and
properly compacted fill slopes be no steeper than 2'/z(H):I(V). For maintenance purposes, the
permanent slopes may need to be flattened to allow access to mowing equipmcnt. The cut and
fill slopes must be properly vegetated to minimize erosion. Furthermore, the slopes that are
greater than 10 feet in height should have appropriately spaced parallel slope drains on the
slope face to help protect it from erosion. Temporary slopes in confined or open excavations
should perform satisfactorily at inclinations of I (H):1(V); however, the surface of these slopes
should be adequately protected from inclement weather. Also, if soft/saturated soils or
groundwater are encountered within the excavations, then flatter slopes, dewatering and/or
shoring will likely be required. All excavations should conform to applicable OSHA
regulations.
For permanent slopes less than 5 feet in height, the future building and pavement limits should
be offset a minimum five (5) horizontal feet from the crest of the slope. For permanent slopes
that are 5 or more feet in height, the future building and pavement limits should be offset a
minimum horizontal distance equal to the slope height. Appropriately sized ditches should run
above and parallel to the crest of all permanent slopes to divert surface runoff away from the
slope face.

Fiorenza Properties, LLC
Geoscience Project No. CH22.002 LGE
March 31, 2022
Page 6
To aid in obtaining proper compaction on the slope face, all fill slopes must be overbuilt with
properly compacted structural fill and then excavated back to the proposed grades. Traversing
the slope face with a bull dozer does not constitute proper compaction of the slope face. Also,
any fill placed in sloping areas must be properly benched into the adjacent soils.
Detention Pond: A detention pond is proposed for the southeastern portion of the site. Soil
test borings B-10 and B-I I were performed within the general area of the detention pond.
Based on the absence of groundwater, our visual classification of the soil samples and the
moisture conditions of the soil samples, the Seasonal High Groundwater Table (SHWT) at the
location of borings B-10 and B-11 is estimated to be below 674 and 683 feet (MSL),
respectively.
If the pond is required to hold water, it may be necessary to over -excavate the pond and install
a soil liner consisting of the near -surface very clayey soils with a minimum thickness of 2 feet.
The excavation area should include the pond bottom and sidewalls up to the permanent pool
elevation.
PROJECT CONSTRUCTION
Site Qmdding Considerations: Residual very silty CLAY and very clayey SILT soils were
encountered near the ground surface in soil test borings B-1, B-2, B-4, B-5, B-8, B-10 and
B-11. Based on the Standard Penetration Test results, our visual classification of the soil
samples and the laboratory test results, these soils have a stiff to very stiff consistency and
generally appear suitable for direct foundation, floor slab and pavement support. However,
these near -surface very clayey soils are susceptible to moisture intrusion and can easily
become remolded (i.e. softened) under the weight of repeated construction traffic.
Consequently, some undercutting of these soils could be required; the extent of the necessary
undercutting will be influenced by the weather conditions, the time of year during which site
grading is performed and the amount of construction traffic that passes over these very clayey
soils. A qualified geotechnical engineer from our office can make the appropriate
recommendations for handling these very silty CLAY and very clayey SILT soils during
construction once the site conditions become more apparent.
The results of our laboratory testing program indicate that the onsite soils are suitable for use
as structural fill. However, it should be noted that most soils within the anticipated excavation
depths are fine-grained with elevated moisture contents. These soils will require good
technique on the part of the grading contractor in order to achieve proper compaction. In
addition, these materials can be difficult to work even under favorable conditions, and
attempting to compact these soils during a wet period of the year may be very difficult.
Additional recommendations in this regard are outlined below in the Fill Material And
Placement section of this report.
Although not encountered in any of the soil test borings, alluvial soils may be present in the
vicinity of the drainage features that extend across the northeastern and southeastern portions
of the site. Alluvial soils are typically unsuitable for direct support of any buildings,

Fiorenza Properties, LLC
Geoscience Project No. CH22.002LGE
March 31, 2022
Page 7
pavements, storm pipes and/or structural fill soils. Therefore, any alluvial soils encountered
during site construction should be undercut and replaced with properly compacted structural
fill. Further recommendations in this regard should be provided in the field by a qualified
geotechnical engineer from our office once the site conditions have been revealed during
construction.
Site Preparation: The proposed construction area should be stripped of all topsoil, organic
material and other soft or unsuitable material. In addition, any utilities encountered within the
proposed construction Iimits should be properly relocated, as required, and the resulting
excavations backfilled with suitable fill material. Any other isolated excavations should also
be backfilled with properly compacted structural fill.
Upon completion of the above preparatory operations, the exposed subgrade in areas to receive
fill should be compacted with an adequately sized roller and proofroIled with a loaded dump
truck or similar pneumatic -tired vehicle having a loaded weight of approximately 25 tons.
After excavation, the exposed subgrade in cut areas should be similarly compacted and
proofrolled. All proofrolling operations should be performed under the observation of a
geotechnical engineer or his authorized representative from Geoscience. The proofrolling
should consist of two (2) complete passes of the exposed areas, with each pass being in a
direction perpendicular to the preceding one. Any areas which deflect, nut or pump during the
proofrolling, and fail to be remedied with successive passes, should be undercut to suitable
soils and backfilled with properly compacted structural fill. However, within the deeper fill
zones, any unsuitable materials could probably be compacted in -place and/or bridged through
the planned grading operations. Bridging may include the use of geogrid, geotextile and/or
select stone fill. The decision to undercut or bridge any soft or unsuitable areas should be
made in the field by an engineer from our office once the site conditions have been revealed
during construction.
Areas of the project site that are pre -graded for construction should be positively sloped to
facilitate surface drainage. In addition, these areas of the project site should be seeded as a
precaution to protect the near -surface soils from inclement weather and erosion. The passage
of time can adversely affect pre -graded areas, requiring them to be re -worked prior to
construction.
Groundwater: No measurable groundwater was observed in any of the soil test borings
performed for this phase of the project. At this time, it does not appear that permanent
dewatering will be required beneath the buildings and pavements. However, Geoscience
should review the final site grades to determine if recommendations with regard to permanent
dewatering are required.
Construction problems related to groundwater could be encountered during site grading in the
vicinity of the existing drainage features. Generally, the groundwater associated with these
areas of the site, if encountered during grading, could probably be controlled through the use

Fiorenza Properties, LLC
Geoscience Project No. CH22.002LGE
March 31, 2022
Page 8
of sump areas, closed conduits (pipes), diversion trenches and/or filtered trench drains that
discharge to suitable outlet areas. Additional groundwater problems, if encountered, should be
addressed in the field by a qualified geotechnical engineer as they occur.
Difficult Excavation: The results of our subsurface exploration indicate that the majority of
the onsite soils can be excavated with conventional construction equipment. However,
partially weathered rock was initially encountered in soil test borings B-3, B-11 and B-12 at
depths ranging from approximately 3 to 8 feet below the ground surface. In addition, it should
be noted that subsurface conditions in the Piedmont can vary drastically over short distances
and dense materials and conditions such as boulders, rock lenses, partially weathered rock and
mass rock may be encountered between the boring locations.
For partially weathered rock encountered above the finished grades, a D-8 or similar size dozer
equipped with a steel tooth ripper may be required to loosen these materials prior to their
removal. In addition, for removal of dense soils and partially weathered rock within deep
utility and other confined excavations, a Caterpillar 335 or similar size backhoe equipped with
rock teeth may be required. Also, some blasting or other rock excavation techniques may be
required to remove very hard or very dense materials, particularly within deep utility trenches
and the lift station excavation. If blasting is required, we recommend that it be performed by a
qualified blasting contractor prior to the start of building construction.
Once detailed grading and utility plans are developed, consideration should be given to further
exploring the presence of very dense materials and rock in the deeper excavation areas of the
site. The additional field services should include test pit excavations and/or auger probe
borings.
Fill Material and Placement: All fill used for the project should be free of organic matter and
debris with a low to moderate plasticity. The fill should exhibit a maximum dry density of at
least 90 pounds per cubic foot, as determined by a Standard Proctor compaction test (ASTM D
698). We recommend that moisture control limits of +2 to -2 percent of the optimum moisture
content be used for optimum placement of project fill. In addition, any fill soils placed wet of
the optimum moisture content must remain stable under heavy pneumatic -tired construction
traffic.
The onsite residual soils generally appear suitable for use as structural fill, provided they are
placed at the appropriate moisture content. However, due to the plasticity characteristics
associated with the very silty CLAY and very clayey SILT soils, difficulties will likely be
encountered while attempting to dry and place these materials as properly compacted
structural fill. The natural moisture content determinations performed for this project indicate
moisture contents of the residual soils ranging from approximately 15%2 to 51 percent. Based
on our visual classification of the soil samples, the laboratory test results and our area
experience, the in -situ moisture contents of the majority of the residual soils are slightly below
to moderately above their estimated optimum moisture contents. Therefore, some moisture
modification of the onsite soils, particularly drying, will likely be required prior to their

Fiorenza Properties, LLC
Geoscience Project No. C1122.002LGE
March 31, 2022
Page 9
placement as structural fill. Project construction during the hotter summer months will help
reduce the difficulties and time associated with drying the onsite soils to an acceptable
moisture content. Thinner fill lifts, utilizing a disc harrow on each fill lift and/or lime
treatment are methods to help reduce the drying time of these soils if the moisture contents are
or become significantly higher than the optimum moisture content.
The onsite soils are susceptible to moisture intrusion. The site grading contractor should limit
the amount of moisture intrusion into these soils by maintaining positive drainage during fill
placement and sealing off the exposed subgrades with pneumatic -tired vehicles or smooth
drum rollers prior to a rainfall event. Despite these efforts, drying of the exposed subgrades
will likely be required after significant rainfall events.
If the time required to dry these soils to an acceptable moisture content is not conducive to the
construction schedule and/or site grading occurs during cold and inclement weather, then
consideration could be given to using lime as a drying agent. The method and rate of
application is important to the success of this process. The best method for mixing is to use a
reclaimer with a spreader box. However, it is also possible to till the lime into the soils with
an appropriately sized disc harrow. A smooth drum roller should be onsite to seal off the lifts
of the lime treated soils. For drying of the soils, we are anticipating an application rate of 3 to
4 percent of the soil's dry unit weight. However, the use of lime is not an exact science;
.._.., .�.. n process and application iatG may need to be adjusted during the job as
the weather dictates. An effective mixing process and application rate can be determined
through laboratory tests and field trials at the start of construction with adjustments made as
needed during site grading.
All fill should be placed in lifts not exceeding twelve (12) inches loose thickness and should
be compacted to at least 95 percent of its Standard Proctor maximum dry density. In
addition, for isolated excavations, a hand tamper or walk -behind roller will likely be
required. While using a hand tamper or walk behind roller, the maximum lift thickness
(loose) should not exceed five (5) inches. We recommend that field density tests be
performed on the fill as it is being placed, at a frequency determined by an experienced
geotechnical engineer, to verify that proper compaction is achieved.
Footing Observations: We recommend that the footing excavations be observed by an
experienced geotechn ical engineer or authorized representative to verify that suitable soils are
present at the proposed bearing elevation. In addition, a footing observation program
involving hand auger borings with Dynamic Cone Penetrometer testing should be performed
within the footing excavations to confirm the suitability of the underlying soils. If soft or
unsuitable materials are encountered, they should be undercut and replaced with select
materials suitable for the design bearing pressure.
Bearing surfaces for foundations should not be disturbed or left exposed during inclement
weather; saturation of the onsite soils can cause a loss of strength and increased
compressibility. If construction occurs during inclement weather, and concreting of the

Fiorenza Properties, LLC
Geoscience Project No. CH22.002LGE
March 31, 2022
Page 10
Consulting Engineers
foundation is not possible at the time it is excavated, a layer of lean concrete should be placed
GEOSC1ENCE on the bearing surface for protection. Also, concrete should not be placed on frozen
GROUP subgrades.
CLOSURE
Geoscience appreciates having had the opportunity to assist you during this phase of the
project. If `mMyfiFF/ questions concerning this report, please contact us.
CA �P�
Respe�F�E S Si::.�i���
:a S t
William''!�j
Senior Eng I I I \
North Carolina Lic a No. 46603
Daniel A. Mickney, P.E
Senior Vice President
North Carolina Licens o. 24977
Enclosures j
File: P:/Wmt Files/Ge&v-- 202V0021 McCanless Road SubdivisioWgwtw1rdcal report.doc

APPENDIX
Boring Location Diagram
Generalized Subsurface Profiles
Investigative Procedures
Test Boring Records

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DRAWING NO. CH22.0021.GE-1 r GEPOSCIENCE
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GEOSCIENCE GROUP, INC.
INVESTIGATIVE PROCEDURES
McCanless Road Subdivision
Geoscience Project No. CH22.0021.GE
Page 1 Of 1
FIELD
Soil Test Borings: Twelve (12) soil test borings (B-1 through B-12) were drilled at the approximate
locations shown on the attached Boring Location Diagram, Drawing No. CH22.0021.GE-1. Soil sampling
and penetration testing were performed in accordance with ASTM D 1586-84.
The borings were advanced with hollow -stem, continuous -flight augers and, at standard intervals, soil
samples were obtained with a standard 1.4-inch (3.6cm) I.D., 2-inch (5.1cm) Q.D., split -tube sampler. The
sampler was first seated 6 inches (15.2cm) to penetrate any loose cuttings, then driven an additional 12
inches (30.5cm) with blows of a 140-pound (63.5kg) hammer falling 30 inches (76.2cm). The number of
hammer blows required to drive the sampler the final 12 inches (30.5cm) was recorded and is designated
the "Standard Penetration Resistance" (N-Value). The Standard Penetration Resistance, when properly
evaluated, is an index to soil strength, density and ability to support foundations.
Representative portions of each soil sample were placed in sealed containers and taken to our laboratory.
The samples were then examined by an engineer to verify the driller's field classifications. Test Boring
Records are attached indicating the soil descriptions and Standard Penetration Resistances.
LABORATORY
Moisture Content: The moisture content is the ratio, expressed as a percentage, of the weight of the water
in a given mass of soil to the weight of the solid particles. This test was conducted in accordance with
ASTM Designation D 2216-66. The test results are presented on the applicable Test Boring Records.
Soil Plasticity Test Atterberg Limits Test: Representative samples of the near -surface soils were obtained
to determine the soil's plasticity characteristics. The Plasticity Index (PI) is representative of this
characteristic and is bracketed by the Liquid Limit (LL) and the Plastic Limit (PL). The Liquid Limit is the
moisture content at which the soil will flow as a heavy viscous fluid and is determined in accordance with
ASTM D 423. The Plastic Limit is the moisture content at which the soil begins to lose its plasticity and is
determined in accordance with ASTM D 424. The data obtained is presented on the applicable Test Boring
Records.

,22
JCi#3IVO, CA1.GE _ T...RECAM RMPi INC.
DEPTH, FT. DESCRIPTION
0.0
Elegy. Moisture
732.0f Content
Blow • PENETRATION - BLOW COUNT*
Count 5 10 20 30 40 $0 80 100
0.5
Topsoil And Roots
731.5
Stiff Reddish -Brown And Tan Slightly
Micaceous Medium To Fine Sandy Very
Silty CLAY - Residual
LL = 791131- = 321PI = 47
35.2%
12
Note: Sample Moist
3.0
729.0
Stiff Reddish -Brown And Tan Slightly
Micaceous Clayey Medium To Fine Sandy
SILT
Note: Sample Very Moist 38 51/0
9
5.5
726.5
Stiff Brown And Tan Slightly Micaceous
Medium To Fine Very Sandy SILT
25.7°k
11
8.0
724.0
Firm Tan And Grey Slightly Micaceous
Silty Medium To Fine SAND
10.0
—------------------
722.0
16
Borin—g Terminated
No Groundwater Encountered
>3OEnG AND SA MPUNG MEEIS MTX D-1516 �_A* PPER&S RnaltR 11011' MAT= TAUS - 24 HE
CORE DWI MG MEETS AM M D4113 1501% ROCK COMFRW01, it V — _= -AA1PIt 1'14131C.1i; -1 HR.
- FENMR&_T10N IB TflK -NLMBE K bF SLOWS OF.4 14g LB. (43.sLg) 4 IA36S Of DRnJ NG V4 A nR ON i CAVE4N DM H
HaL'lrWR FU I ING W IN (76.km) RE44L,IRED 110 DR[R E A 14 IN. WOR i Iffiftr Cam`HA'1Il4 ER PACT, 1 of 1
.f3.6em1 M SA.'41PLPR 1 IT. 00 5cm1

iiaR3-�iTEST
2 _ _ _.
MnUWiCaMaC-I(W tt �. — BANG GEOSCIENCE
.N.c _��,
DEPTH, FT. DESCRIPTION
0.0
Elev. Moisture
727.0± Content
Blow 0 PENETRATION - BLOW COUNT*
Count 5 10 20 30 40 BO 80 100
0.5
Topsoil And Roots
726.5
Stiff Reddish -Brown And Tan Slightly
Micaceous Medium To Fine Sandy Very
Clayey SILT - Residual
Note: Sample Moist
36.6'/6
12
3.0
724.0
Stiff Reddish -Brown And Tan Slightly
Micaceous Clayey Medium To Fine Sandy
SILT
Note: Sample Very Moist 39.4%
11
5.5
721.5
Firm And Stiff Reddish -Brown, Tan And
Black Medium To Fine Sandy SILT
Note: Samples Very Moist
42.6%
10
10.0
--------------------
717.0
39.1%
8
Boring Terminated
No Groundwater Encountered
IIRiRiNG AAiD I U4iPLI G T _4 D-15�6 �(+ I9�7 = ►UIPATABU - 24 HR
COW DRILLING Nn%"rB ASTM D4113
�30�°:o ROC:E C'O]li1P.-RBRY —_ V4a'IER T?BLIv -1 iIR,
S'P 'kF TRAI IO V 11s 7'III.'�171±[Si� GF Bf.OR ; o>< .11A0 L B_ (�3.511tgj 1 OF DRll1 .tiG wATF'R ON j C to FAN DEPTH
HQ*1MFR FAL 1 NG 30 IN. (7&UM) RLQGTRED '11D DRI1 L A 1A IN. %10H WEIGH1 Of HAWMA*R
Q3AUW LM !�MM 1 FAT. (Wkw) PAGE of I J

K)B NO.~ CIM t 096E
DEPTH, FT
0.0
0.
91
10.1
DESCRIPTION Elev.
7'3Q n+
IEEST
RING GEOSCIENCE
RECORD GROUP, INC.
Blow 0 PENETRATION - BLOW COUNT*
5 Topsoil And Roots 722.5
55
78
79
5010.4
Very Dense Brown And Grey Silty Coarse
To Fine SAND With Rock Fragments -
Residual
i 717.5
Very Dense Brown And Tan Silty Medium
To Fine SAND
f 715.0
Partially Weathered Rock When Sampled
Becomes Tan And Grey Silty Medium To
Fine SAND
I-------------------- 713.0
Boring Terminated
No Groundwater Encountered
I
i
BOMNG AND SAMPILW M LTh " M D-IS86 Pmawmmx r=T
CORE DRR NG N1FEI S ASIM D-2113 150$ WCK CORD Rili MV'RRY
`PEhE'iRA ON IS THE 11UAIBER OP BLOWN OF, A 140 LB. (63 SkV , L(*, OF )DRI LING R ATUR C.ALVF N iiDMH
H ILMN1ER F ALUNG 30 IN. (76.2cm) REQLIRL D To DRn B A. JA 1N WC-H W KIWIT Of $+ MMLR PAGE � Of I'I1�IPi IT. 0 rq..

DATEDM1LD. n � . __ �..�_. _ TENT
DEPTH, FT. DESCRIPTION
0.0
Elev. Moisture
715.0± Content
Blow 0 PENETRATION - BLOW COUNT*
Count 5 10 20 30 40 60 80 100
0.6
Topsoil And Roots
714.4
Stiff Reddish -Brown, Tan And Black
Medium To Fine Sandy Very Silty CLAY -
Residual
22.8%
10
40
LL = 521PL = 221PI = 30
3.0
712.0
Very Stiff Reddish -Brown And Tan Clayey
Medium To Fine Sandy SILT
Note: Sample Moist
37.3%
20
6.0
709.0
Stiff Reddish -Brown And Tan Clayey
Medium To Fine Sandy SILT
Note: Sample Very Moist
50.9%
10
8.0
707.0
Firm Reddish -Brown And Tan Medium To
Fine Sandy SILT
Note: Sample Very Moist
10.0
------------
—o—ring
705.0
6
T---ermin---ated
B
No Groundwater Encountered
I
i
BORING.AND &AWIFI lG 1l4E T& AH M 0-15a ,s_V PREssLREMET16,R TEgr = w4TER fAK.E - 24 E[FL
CORE DRU UNG MMET& A51 M D-2113 150 ,; Rom ICoRr aEcovERY =y` '%VAIN 1'.UBI,LC -1 HR
*PENETR41ION IN'THE NLIIBER Or BLOWS Of A 140 LB (63.5i g) 4 L(AS (*' DRHJXNG WAIER � � c:At�IN IItEPTH
H4MNIM FAILING 30 LAC. {76.2rm) RriQUIRTyD T O DRIAT A 1A 1N ��'ivif lii OF SA�41fl1lER
�_Q 6CM1 LD- 5"IPLER I r'r._(30.Scm] PAGE 1 Of 1 �

TEST
_)VICANLM ROAD
DEPTH, FT
0.0
0.5 Top
3.
5.'
10.1
DESCRIPTION Elegy. Moisture Blow
771 A+ t,-- &
• PENETRATION - BLOW COUNT*
5 10 20 30 40 60 80 100
soil And Roots
720.5
30.0%
26.1 �,�
28.0%
19
18
10
9
Very Stiff Reddish -Brown And Tan Medium
To Fine Sandy Very Clayey SILT -
Residual
718.0
Very Stiff Reddish -Brown And Tan Clayey
Medium To Fine Sandy SILT
i
715.5
Stiff Reddish -Brown And Tan Medium To
Fine Sandy SILT
--------------------
Boring Terminated
No Groundwater Encountered
1
711.0
10
13ORYNG VID i4.iAi LLNG MELTS AWM, D-I86 WATER rABLE - 24 E[I9L
CORE DFJItJNGMLETS 4Snl"113 150K I ('URLRI.C`L34EIi ' __,- Wkn$tT4TJLE. t HR.
° METR UION I5 THE NID IM OF BLOB-+ Or It 1401•1L t63-%W 4 L0M OF" DRRflA JN G %A` XR 1 C-,kA &L410EP'IH
HAMMER I? UJ NG 30 IN (7&2LM) RFAULHti.D TO DR18 E 4,14 IN woHIGHT OF HAMMER
ID &AMPS I r-r. ��i 'V4 EFAGS, 1 Qfj

BORVO NO M_. _ _ _ _ .� ._ TAT
NO ' 9W:_1 1.M _ - — RECORD
PRwwr GROUP, INC.
DEPTH, FT. DESCRIPTION
0.0
Elev. Moisture
721.0f Content
Blow PENETRATION - BLOW COUNT*
Count 5 10 20 30 40 60 Bo lop
Topsoil And Roots
1.0
720.0
Stiff Reddish -Brown, Tan And Black
Medium To Fine Sandy SILT - Residual
30•9%
11 10
Note: Sample Moist
3.0
718.0
Very Stiff Brown And Tan Medium To Fine
Very Sandy SILT
15.7%
16
5.5
715.5
Firm Brown And Tan Very Silty Medium To
Fine SAND
13
18
10.0
--------------------
711.0
Boring Terminated
No Groundwater Encountered
NOWNG ANI1 &A1nLNG "AWM D-1S88 PRTAR nw ivAuk iABLE - 24 WL
COS DRILLING Rt M "5 Abr I M D-2113
Is+% C0ftRLC10rY1ltft —_- NrATERr.+Rt.S-11M
*PLNUMATION IS'=, NUAM t OF BLOWS Or A 140 LB (63 5kg) 4111 L S'& cam' DPM 1R iG'WAIi$ on 1 C-+,tr--rN DBP'IH
HXNLMLLR F ULLING 30 Li. (7,6.Zcm) RFQI,IRL D TO IiME A 1A IN. %oH ES Eican OF HAllN11A1ER
,J%6c� LD. &All�1 LER 1_Pi (39,aem) PLACE

.BiMMNf 3 9-1
DArE DRul-ED
3QIA NO. CHUM169 p
DEPTH, FT. DESCRIPTION
0.0
0.61 Topsoil And Roots
Very Stiff Brown And Tan Medium To Fine
Sandy To Very Sandy SILT - Residual
---------------------
boring Terminated
No Groundwater Encountered
1"T
BORING GEOSCIENCE
RECORD GROUP, INC.
Elev. Moisture Blow • PENETRATION - BLOW COUNT*
20•1% 1 21
17.7% 1 20
17.8% 1 24
BORING .AND 8AMPLLNG N0l%Th "IM WIS@6
CORE DRLI.LL_NG hi> E18 AS rM D-2113
"PE\ A11 i--V IS 1HL NLMBER OP BUM 5 OF A 140 i K (63.51g)
RALMWR FAI I-ING 301N. (76.3eni) iRFQGIRL;D 710 DRIVE A 1A IN
29
:� PRE55iPAE itR7i 4I - � WAIM r4RX-UFO
ROCK COPS IIICO nM — WAILR' 411111Ii: - i EUL
A L060i O DRILLING %ATER 00 j CAVF M DFPIB
WGH N% IGHT OF HAMMPR PAGE 1 of 1

PORWO NO
RECORD GRIP, INC.
DEPTH, FT. DESCRIPTION
0.0
Elev. Moisture
713,0± Content
Blow 0 PENETRATION - BLOW COUNT*
Count 5 10 20 30 40 60 60 100
0.5
Topsoil And Roots
712.5
Stiff Reddish -Brown And Tan Slightly
Micaceous Medium To Fine Sandy Very
Clayey SILT - Residual
34.1%
11
Note: Sample Moist
3.0
710.0
Stiff Reddish -Brown And Tan Slightly
Micaceous Medium To Fine Sandy SILT
Note: Samples Moist
35.5%
9
9
8.0
706.0
Very Stiff Reddish -Brown, Tan And Black
Slightly Micaceous Medium To Fine Sandy
SILT"
16
10.0
--------------------
703.0
Boring Terminated
No Groundwater Encountered
R0FjNG AND i 4V' PL VfG ME'EU .4YM D-1586 PRL%UR1Mr=1FS1r TAAIER TABLC . 24 ML
CORL DRD.C.ING MELT S .ASTM D-2113 :A CORE RFiXA MY == V! 41f R rABLL - I EljL
+IPL`NETAiXION 18 T= NUNIBIR OF BLOV4S Or i-146 LB (63AW 4 L(M OF DRIUANG WAT81t s f:AVF-LN D1P1111
R %,MAZR i iL LING 30 M (76 24 M) REQUIRED TO DRIN-F. A ] A 1N. woK iNEiGn r of RAmvim
WdWMILD FS:tw' LER 1 I".I ap.Sew P:11.GF' 1 Of 1...,. _ J

4CY_
IAIP DRIIUD3i��__ TEST
JOB NC) clla.ieoz.�— _ RED GROUP
PRQJE�C°>� .�I� - ����.��'�SI�k� _.,., , INC.
DEPTH, FT. DESCRIPTION Elev. Moisture Blow 0 PENETRATION - BLOW COUNT*
0.0 717.0± Content Count 5 10 20 30 40 60 80 100
0.5 Topsoil And Roots
716.5
38.1% 18 40
714.0
17.9% 21
711.5
17.a3b 19
707.0 26
Very Stiff Reddish -Brown, Tan And Black
Medium To Fine Sandy Clayey SILT -
Residual
Note: Sample Very Moist
3.0
Very Stiff Reddish -Brown And Tan Medium
To Fine Sandy SILT
5.5
Very Stiff Brown, Tan And Grey Medium
To Fine Sandy SILT
10.0— — — — — — — — — — — — — — — — — — — —
Boring Terminated
No Groundwater Encountered
BOWNG 51�0 5AMPUNG MKF I S WIM 13-M 6 [WO PRmuwAnEkira 'V14T1ER TABU; - 24 HB.
C (W- DR1L,1-F%G MMU ASTNl D 2113 150K R0Ck RKXn M' = wa.JERTABU -1 Imo.
*PKVE'.FRAT 10N 75113i+ i U.M BER OF BLOR-s OF. k la0 l & (63-%t i LtiS of DkRII um. v4,'lTm cime.-4Nt iDma
HAMUFR F %LUNG 30 LET. (76.2an) RLQUHUR D TO DRINT A 1A EN. wox v% EIGH'T of n iLNmR
3. PAGE 9 Of

BORING NO -------�— ---
DA> E MLEV. ._ TEST
DR1UJN(JC-M1RACT0R ._ EWING GEGSCIENCE
JM NO. QIZZ.0021 G _—
YXisn'. RECORD SUP, INC.
DEPTH, FT. DESCRIPTION Elev. Moisture Blow 0 PENETRATION - BLOW COUNT*
21
0.0
694.0± Content
Count 5 10 20 30 40 60 80 100
0.5
Topsoil And Roots
693.5
Stiff Reddish -Brown And Tan Medium To
Fine Sandy Very Clayey SILT With Fine
Roots - Residual
38.3%
12
Note: Sample Very Moist
3.0
691.0
Very Stiff Reddish -Brown And Tan Clayey
Medium To Fine Sandy SILT
29.9%
18
5.5
688.5
Very Stiff Brown And Tan Medium To Fine
Sandy SILT
15.4%
22
21
2.0
682.0
Very Stiff Brown, Tan And Grey Medium
To Fine Very Sandy SILT
26 41
1.0
674.0
27 i
Boring Terminated
No Groundwater Encountered
BORING AND SAWLINCr.NIEFr8 4kSTMD-1386
C'ORr, DR 1.LING ?#1E TS 4& 1Ni D-2113
' PENVIR.kI ION IS 7 HE NUMBER OF BLOWSY OF A 140 LB. (vb kfflo
S.V%IMERP'.ALIJJ IG 30IN (76 200 RkQUIRED'IO DR" E A 1.4 IlY.
PRd9Sumwm InI' = Wvm mw.,E-IAnl
I50I1,, RAIL Ci?DE RltCd't+'ERY '%VA.TER T'kBLE -1 ffit.
44 1 OF DRI1.LRG %ATER IM I C.4t IN Dmu
WOO 11UGHI` 0P-11AMMER Pik a(•;L 9 Of 1

D A:IE, IM F.D 311"_ _ - _ - . ` TEST
-�,..�.��..,- RECORD GROUP, INC.
,pRowrr
DEPTH, FT. DESCRIPTION Elegy. Moisture Blow 0 PENETRATION - BLOW COUNT*
2(
0.0
703.0± Content
Count s 10 zo 30 40 60 80 100
0 6
Topsoil And Roots
702.4
Very Stiff Brown And Tan Medium To Fine
Sandy Very Clayey SILT With Fine Roots -
Residual
W6%
16
Note: Sample Moist
3.0
700.0
Very Stiff Brown And Tan Medium To Fine
Sandy SILT
18.1%
21
5.5
697.5
Dense Tan And Grey Silty Medium To Fine
SAND
46
8.0
695.0
Partially Weathered Rock When Sampled
Becomes Brown, Tan, Grey And White
Silty Medium To Fine SAND
5010.4
5010.3
• 0
686.0
Partially Weathered Rock When Sampled
Becomes Tan And Grey Silty Coarse To
Fine SAND
5010.4
1.0
— — — — — — — — — — — — — — — — — — — —
683.0
Boring Terminated
No Groundwater Encountered
HORING.&NDS4N.i)p')T..t1G.NIIECIS.UTil D-1-486
CORE DRR-IJI rG TS ASP! W21I3
`WNETRA1ION Ib �rrtrrff NUMBIR OF BLO` kN Of' 1140 iB. (63.5W
H4N"I rR FAI ZING 3411. (76.2cm) REQVIRLD TO DRn L A 14 IN.
MT R ATF,R TAKX - 24 HR
15+RICX X t 0n REC0 V%.RY WATER IABLE -1 MR
Lo%orDRILI rNG %A,IRR jW j C,kjT L r*EPIH
WM WEIGH rO HAILMER PAGE

DM���_ - W_ TEST
DRUL cjQN-'.(1 . _ BOMNG GEOSClENCE
KM NO C1W.ft21.GF,REWRD GROUP, INC.
0JWr N1eCA)d&&4" MM-MMQA
DEPTH, FT. DESCRIPTION Elev. Blow
0.0 706.0± Courn
Topsoil And Roots
1.0 705.0
Very Dense Tan And Grey Silty Coarse To 67
Fine SAND With Clay Seams - Residual
5.5
12
17.0
20.0
Partially Weathered Rock When Sampled
Becomes Tan And Grey Silty Coarse To
Fine SAND With Rock Fragments
60/0.3
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND With Rock
Fragments 50/0.4
Partially Weathered Rock When Sampled
Becomes Tan And Grey Silty Coarse To
Fine SAND With Rock Fragments
Partially Weathered Rock - No Sample
Recovery
---------------------
Boring Terminated
No Groundwater Encountered
50/0.4
50/0.4
50/0.3
• PENETRATION - BLOW COUNT*
DURING ANI) SAWLING MI E1S ARM D-1M6�IJR i M TM= VI ��ER T �DLTc - 24 OII.
CORE DIUUJNG 1IF-En AS]'143 D 2113
15ok. RwKcORF. trxovm - WATER7ABLF.-1ML
-I'LNETRAI ION IS THE NUMBIA OF BL0%S OF.A 140 LB. (63 MW 14 L41398OF DRIULVG AME;R ON I C-ti, I? IN DFP7H
H�i11 P-%LIJNG 30 M. (76. 2CO REQUIRED TO DIN F. A 14 IN WOH ULT(M OF HAMMER.
A IER c PAGE 12f 9