SW3201001_UESDOCS-#1788800-v1-GEO_RPT_2530_20000007_0000_Dollar_General_Granite_Quarry_20201202

UNIVERSAL
ENGINEERING
SCIENCES
GEOTECHNICALEXPLORATION
D OLLAR G ENERAL –G RANITE Q UARRY
USH WY 52&SM AIN S TREET
G
RANITE Q UARRY,N ORTH C AROLINA
UESP ROJECT N O.2530.2000007.0000
UESR EPORT N O.1788800
P REPARED F OR:
Teramore Development, LLC
P.O. Box 6460
Thomasville, GA 31758
Phone [phone]
P REPARED B Y:
Universal Engineering Sciences
2520 Whitehall Park Drive, Suite 250
Charlotte, NC 28273
[phone]
July 23, 2020
Consultants in: Geotechnical Engineering • Environmental Sciences • Construction Materials Testing•Threshold Inspection
•Geophysical Services •Building Inspection •Plan Review •Building Code Administration

TABLE OF CONTENTS
1.0 PROJECT DESCRIPTION..................................................................................................................................1
2.0 SITE DESCRIPTION...........................................................................................................................................1
2.1 G ENERAL.........................................................................................................................1
2.2 G EOLOGY........................................................................................................................1
3.0 PURPOSE AND SCOPE OF SERVICES...........................................................................................................2
URPOSE AND S COPE OF S ERVICE...................................................................................2
3.1 P
3.2 L IMITATIONS....................................................................................................................2
4.0 FIELD EXPLORATION......................................................................................................................................3
4.1 G ENERAL.........................................................................................................................3
4.2 S TANDARD P ENETRATION T EST (SPT)B ORINGS................................................................3
5.0 SUBSURFACE CONDITIONS............................................................................................................................4
5.1 G ENERALIZED S OIL P ROFILE.............................................................................................4
ROUNDWATER...............................................................................................................5
5.2 G
6.0 LABORATORY TESTING..................................................................................................................................5
7.0 INFILTRATION TESTING.................................................................................................................................5
8.0GEOTECHNICAL ASSESSMENT..............................................................................................................6
8.1 E XISTING U NDOCUMENTED F ILL S OILS..............................................................................6
ROUNDWATER...............................................................................................................6
8.2 G
8.3 M OISTURE S ENSITIVE S OILS.............................................................................................7
9.0 FOUNDATION DESIGN RECOMMENDATIONS..........................................................................................7
ENERAL.........................................................................................................................7
9.1 G
9.2 A LLOWABLE N ET S OIL B EARING P RESSURE.......................................................................7
OUNDATION S IZE............................................................................................................8
9.3 F
9.4 B EARING D EPTH..............................................................................................................8
EARING M ATERIAL..........................................................................................................8
9.5 B
9.6 S ETTLEMENT E STIMATES..................................................................................................8
9.7 F LOOR S LABS..................................................................................................................9
10.0 PAVEMENT RECOMMENDATIONS...........................................................................................................10
10.1 G ENERAL........................................................................................................................10
LEXIBLE P AVEMENTS.....................................................................................................10
10.2 F
10.3 C ONCRETE “R IGID”P AVEMENTS.......................................................................................11
AVEMENT M ATERIALS....................................................................................................11
10.4 P
10.5 P ERFORMANCE E XPECTATIONS........................................................................................12
11.0 SITE PREPARATION......................................................................................................................................12
ENERAL........................................................................................................................12
11.1 G
11.2 U SE OF E XCAVATED S OILS AS S TRUCTURAL F ILL..............................................................13
NDERGROUND U TILITY L INES.........................................................................................13
11.3 U
11.4 E XCAVATED S LOPES AND F ILL E MBANKMENTS..................................................................13
XCAVATIONS.................................................................................................................14
11.5 E
11.6 R ETAINING W ALLS...........................................................................................................14
12.0 CLOSURE.....................................................................................................................................................15
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LIST OF TABLES
Table I:Groundwater Measurements................................................................................5
Table II:Flexible Pavement Design.................................................................................11
Table III:Rigid Pavement Design......................................................................................11
Table IV:Lateral Earth Pressure Parameters (Level Backfill)*...........................................14
APPENDICES
APPENDIX A
Site Location Map.............................................................................................Figure A-1
APPENDIX B
Boring Location Plan........................................................................................Figure B-1
Profile 1............................................................................................................Figure B-2
Boring Logs (11)..............................................................................................B-3 to B-14
Key To Boring Logs...................................................................................................B-15
APPENDIX C
GBADocument...........................................................................................................C-1
Constraints and Restrictions........................................................................................C-2
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Dollar GeneralUES Project No.: 2530.2000007.0000
Granite Quarry, North CarolinaJuly 23, 2020
1.0 PROJECT DESCRIPTION
We understand that Teramore Devlopment, LLC intends to develop Rowan County Tax Parcel
628174 on the eastern side of NC Hwy 52 in Granite Quarry, North Carolina. The development
will include the construction of an approximate 9,100 square-foot retail store, associated
pavement areas, a drainage retention area and a septic drain field area. We were not provided
structural loading information at the time of this exploration.Therefore we have assumed that
loads for isolated interior columns and exterior load-bearing walls will not exceed 50 kips and 4
kips/linear foot, respectively. We were not provided existing or proposed grades pertaining to
site development. Therefore,we have assumedfor the purposes of this report that maximum
cut and fill throughout the site will be about 2feet.
Should any of the above information or assumptions made by UES be inconsistent with the
planned development and construction, we request that you contact us immediately to allow us
the opportunity to review the new information in conjunction with our report and revise or modify
our engineering recommendations accordingly, as needed.
UES must review the final site and grading plans and structural design loads to validate all
recommendations rendered herein. Without such a review, our recommendations may not be
applicable, resulting in potentially unacceptable performance of site improvements for which
UES will not be responsible or liable. Depending on the finalized details of the development,
alterations to the recommendations provided herein and/or additional field work may be
warranted.
No site or project facilities/improvements, other than those described herein, should be
designed usingthe soil information presented in this report. Moreover, UES will not be
responsible for the performance of any site improvement so designed and constructed.
2.0 SITE DESCRIPTION
2.1G ENERAL
The site is located to the east of NC Hwy 52 directly across from its intersection with S Main
Street at Rowan County Tax Parcel 628174. The eastern portion of the site is wooded and the
western portion is utilized as a vineyard. A wooded open-air pavilion is present in the
northwestern corner of the site with associated gravel and concrete driveways. A low drainage
area is present in the southeastern corner of the site, but no drainage features or bodies of
water were observed at the time of our site visit.
2.2G EOLOGY
Theproject site is located in the centralportion of the Piedmont Physiographic Province
(Piedmont)of North Carolinawithin the Charlotte Terrane. The Piedmontis a relatively broad
strip extending from central Alabama across Georgia and the Carolinasinto Virginia. Rocks of
the Piedmont occur in belts that are some of the oldest formations in the United States. The
rock types are primarily metamorphic gneiss and schist with some granite intrusions.
The major portion of the bedrock in the Piedmont is covered with a varying thickness of residual
soil that has been derived by chemical decomposition and physical weathering of the underlying
parent rock. Residual soils developed during the weathering of this bedrock consist
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Dollar GeneralUES Project No.: 2530.2000007.0000
Granite Quarry, North CarolinaJuly 23, 2020
predominately of micaceous sandy silts and silty sands, which grade to clayey silts and clays
with nearness to the ground surface. The thickness of the residual soils can vary from only a
few feet to in excess of 100 feet.
The boundary between the residual soil and the underlying bedrock is not sharply defined.
Generally, a transition zone consisting of very hard soil to soft rock, appropriately classified as
"partially weathered rock"(PWR), is found. For engineering purposes, “partially weathered rock”
is defined as any residual soils which exhibit blow counts greater than 100 blows per foot.
Within the transition zone, large boulders or lenses of relatively "fresh" rock that are generally
much harder than the surrounding material often exist. The irregular bedrock surface is
essentiallya consequence of differential weathering of the various minerals and joint patterns of
the rock mass.
3.0 PURPOSE AND SCOPE OF SERVICES
3.1P URPOSE AND S COPE OF S ERVICE
This report presents an evaluation of site conditions on the basis of geotechnical procedures for
site characterization,with special attention to potential problems that may impact the proposed
development. The recovered samples were not examined, either visually or analytically, for
chemical composition or environmental hazards. We would be glad to provide you with a
proposal for these services at your request.
The services conducted by Universal Engineering Sciences during our geotechnical exploration
are as follows:
Drilleda total of ten(10)Standard Penetration Test (SPT) boringswithin the proposed
development areasto depths ranging from 5 to 40 feetbelow the ground surface (bgs);
Performed one (1) Estimate of the Seasonal High-Water Table;
Performed one (1) infiltration test within the septic-drainage area;
Securedsamples of representative soils encountered in the soil borings for review,
laboratory analysis and classification by a Geotechnical Engineer;
Measuredthe existing site groundwater levels and provide an estimate of the seasonal high
groundwater level at the boring locations;
Assessedthe existing soil conditions with respect to the proposed construction;
Prepareda report which documents the results of our exploration and analysis with
geotechnical engineering recommendations for site preparation, foundation design and
pavement design.
3.2L IMITATIONS
This report has been prepared for the exclusive use of TeramoreDevelopment, LLC, and their
affiliates, successors, and assigns. This report should aid the architect/engineer in the design of
the proposed commercial structure. The scope is limited to the specific project and locations
described herein. Our description of the project's design parameters represents our
understanding of the significant aspects relevant to soil and foundation characteristics.In the
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Dollar GeneralUES Project No.: 2530.2000007.0000
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event that any changes in the design or location of the structures as outlined in this report are
planned, we should be informed so the changes can be reviewed and the conclusions of this
report modified, if required, and approved in writing by UES. UES cannot be held responsible for
problems arising from changes about which we are not informed.
The recommendations submitted in this report are based upon the data obtained from the soil
borings performed at the locations indicated on the Boring Location Plan and from other
information as referenced. This report does not reflect any variations which may occur between
the boring locations. The nature and extent of such variations may not become evident until the
course of construction. If variations become evident, it will then be necessary for a re-evaluation
of the recommendations of this report after performing on-site observations and/or testing during
the construction period and noting the characteristics of the variations.
All users of this reportare cautioned that there was no requirement for UES to attempt to locate
any man-made buried objects or identify any other potentially hazardous conditions that may
exist at the site during the course of this exploration. Therefore,no attempt was made by UES
to locate or identify such concerns. UES cannot be responsible for any buried man-made
objects or subsurface hazards which may be subsequently encountered during construction that
are not discussed within the text of this report. We can provide thisservice if requested.
Borings for a typical geotechnical report are widely spaced and generally not sufficient for
reliably detecting the presence of isolated, anomalous surface or subsurface conditions, or
reliably estimating unsuitable or suitable material quantities. Accordingly, UES does not
recommend relying on our boring information to negate presence of anomalous materials or for
estimation of material quantities unless our contracted services specifically include sufficient
exploration for such purpose(s) and within the report we so state that the level of exploration
provided should be sufficient to detect such anomalous conditions or estimate such quantities.
Therefore, UES will not be responsible for any extrapolation or use of our data by othersbeyond
the purpose(s) for which it is applicable or intended.
For a further discussion of the scope and limitations of a typical geotechnical report please
review the document attached within the Appendix, "Important Information about This
Geotechnical Engineering Report" prepared by GBC.
4.0 FIELD EXPLORATION
4.1G ENERAL
The field exploration was performed with an ATVmounted CME 550Xdrill on June 30, 2020.
Horizontal and vertical survey control was notprovided for the test boring locations prior to or
during our field exploration program. UES personnel located theboringson siteby using the
provided siteplan, existing on-site landmarks, and by using a handheld GPS device. The boring
locationsshould be assumed approximateand accurate to a degree of the methods described.
If more exact locations are desired,a professional surveyor should be engaged to have the
boringslocated in the field.
4.2S TANDARD P ENETRATION T EST (SPT)B ORINGS
Standard Penetration Test (SPT)borings were performed in general accordance with the
procedures of ASTM D-1586 (Standard Method for Penetration Test and Split-Barrel Sampling
of Soils). The SPT drilling technique involves driving a standard split-barrel sampler into the soil
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Dollar GeneralUES Project No.: 2530.2000007.0000
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by a 140-pound hammer, free falling 30 inches.The number of blows required to drive the
sampler 1 foot, after an initial seating of 6 inches, is designated the standard penetration
resistance, or N-value, an index to soil strength and consistency. All borings were advanced
using hollow stem auger drilling techniques. SPT sampling was performedon 2.5 feet intervals
to a depth of 10 feet, and on 5 feet intervals thereafter.
The SPT testwere performed using an automatic hammeras opposed to a manual hammer
driven by a cat-head. The automatic hammer has a higher efficiency than a manual hammer,
thus yielding lower standard penetration resistance values (blow counts). We recognized this
and account for it in our evaluation. However, the raw field-recorded blow counts, and the
reported consistency/relative density terms based on those field-recorded values, are presented
on the boring logs without correction factors applied.
5.0 SUBSURFACE CONDITIONS
5.1G ENERALIZED S OIL P ROFILE
The results of our field exploration and laboratory analysis, together with pertinent information
obtained from the SPT borings, such as soil profiles, penetration resistance and groundwater
levels are shown on the boring logs included in the Appendix. The Key to Boring Logs, Soil
Classification Chart is also included in the Appendix. The soil profiles were prepared from field
logs after the recovered soil samples were examined by a Geotechnical Engineer. The
stratification lines shown on the boring logs represent the approximate boundaries between soil
types, and may not depict exact subsurface soil conditions. The actual soil boundaries may be
more transitional than depicted. A general summaryof the soils encountered at our boring
locations is presented below. For detailed soil profilesand sample descriptions, please refer to
the attached boring logs.
Surface Materials:Surface materials consisted of approximately 3to 9inches of topsoil
at all boring locations except B-4 and B-9 where no topsoil was observed. Variationin
topsoil thickness can occur due to previous site utilization and topographic variation. As
such, variations in topsoil thickness should be anticipated throughout the site during
stripping operations. Topsoil is generally considered to be a dark colored surficial
material with a high organic content and is generally unsuitable for structural and
pavement support. UES has not performed any organic content tests on these soils nor
evaluated their agricultural and/or horticultural properties.
FillSoils:Beneath the topsoil at borings B-1, B-2, B-5, B-8 and B-10,fill soils were
encountered and extend to approximate depths ranging from 3 to 5½ feet bgs. These
soils were generallyclassified as soft and stiff silty CLAYs (CH), firm very silty CLAYs
(CL), firm and stiff sandy SILTs (ML), and loose silty SANDs (SM) exhibiting N-values
ranging from 4 to 12 blows per foot (bpf).
Residual Soils: Beneath the topsoil, residual soils of the Piedmont Physiographic
Province of North Carolina were encountered and extend to boring termination depths.
These soils were generally classified as soft and stiff very silty CLAYs (CL), soft to hard
very clayey SILTs (MH), very soft to hard sandy/clayey SILTs (ML), and loose to medium
dense sandy SILTs (SM) exhibiting N-values ranging from 3 to 32 bpf.
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Dollar GeneralUES Project No.: 2530.2000007.0000
Granite Quarry, North CarolinaJuly 23, 2020
5.2G ROUNDWATER
Groundwater wasencountered at allboringlocations except B-6 through B-8at measured
depths ranging from 2 to 4feet bgs. Depending on final site grades, temporary and/or
permanent dewatering may be required. Fluctuations in groundwater levels throughout the
year arecommon in this geology, primarily due to seasonal variations in rainfall, surface runoff,
and other factors that may vary from the time the borings were conducted.
The Estimated Seasonal High Water Level (ESHWL) was evaluated within boring B-9.
Groundwater was encountered in boring B-9 at a measured depth of2 feet bgs. A review of the
USDA Web Soil Survey indicates HeB (Helena Sandy Loam, 1 to 6 percent slopes) soils
present near B-9 and the proposed drainage retention area with an approximate depth to water
table listed as between 18 and 30 inches (1.5 and 2.5 feet, respectively) bgs. Therefore we
estimate that this depth to the groundwater table at boring B-9 generally corresponds to the
seasonal high water table.
TABLE I –GROUNDWATER MEASUREMENTS
Boring IDDepth toGroundwater (ft.)
B-14.0
B-23.5
B-32.5
B-43.0
B-53.5
B-92.0
B-104.0
6.0 LABORATORY TESTING
The soil samples recovered from the test borings were returned to our laboratory andvisually
classified in general accordance with ASTM D 2487“Standard Classification of Soils for
Engineering Purposes”(Unified Soil Classification System). We selected representative soil
samples from the borings for laboratory testing to aid in classifying the soils and to help to
evaluate the general engineering characteristics of the site soils. The results of these tests have
been presentedon the boring logs in the report Appendix. A summary of the tests performed
has also been presentedin Table I.
7.0 INFILTRATIONTESTING
The test location wasexcavated using a hollow stem auger to approximately 5 feet bgs.SPT
sampling was performed during drilling. Theresults of the SPTsampling and visual classifications
can be found on the boring log for B-10. After the holewasexcavated, the field engineer scarified
the sidewalls of thehole and placed about 3 inches of gravel in the bottom to prevent the scouring
of the hole bottom while water is being poured into the hole.Water was added to the hole until the
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Dollar GeneralUES Project No.: 2530.2000007.0000
Granite Quarry, North CarolinaJuly 23, 2020
level was 12 inches above the bottom and allowed to infiltrate for 1 hourtosaturate the
surrounding soils.During this time, the water level was monitored every 30 minutes to establish
the frequency of water level readings during the test.
The percolation testingproceeded by filling the hole with at least 12inches of water from the
bottom and monitoring the drop in water level every 30 minutes using a water level indicator. We
were not able to establish an infiltration rate at this location. Factors affecting the infiltration rate
can include the soil type, groundwater levels,the consistency/relative density of the soils, etc.
8.0GEOTECHNICAL ASSESSMENT
The following geotechnical design recommendations have been developed on the basis of the
previously described project characteristics and subsurface conditions encountered. If there are
any changes in these project criteria, including building locations on the site, areview should be
made by UESto determine if modifications to the recommendations are warranted.
Once final design plans and specifications are available, a general review by UESis
recommended as a means to check that the evaluations made in preparation of this report are
correct and that earthwork and foundation recommendations are properly interpreted and
implemented.
Based on the results of the fieldwork, laboratory evaluation and engineering analyses, we have
identified the following potential constraints to the development of this site including the
presence of shallow weathered rock, as well as wetand moisture sensitive soils. However, we
believe with proper planning and execution, as well as performing the site preparation measures
presented herein to address the wet soils on-site, the site can be adapted for the proposed
structure and associated improvements.
8.1E XISTING U NDOCUMENTED F ILL S OILS
The results of our geotechnical exploration identified the presence of soft/loose and wet
undocumented FILL soils comprised of silty CLAY (CH), very silty CLAY (CL), very clayey SILT
(MH) and silty SAND (SM) soils. It is our assumption that the FILL soils are undocumented and
were not tested for proper compaction or moisture conditioning when placed. Undocumented fill
soils in this instance pose the risk of post-construction settlements outside the range of
generally acceptable limits. We recommend a comprehensive field testing program during
construction to minimize the risk of post-construction settlement. Special consideration during
foundation and slab construction should be given to the existing FILL soils. Proofrolling of the
building pad prior to fill placement and/or slab construction and Dynamic Cone Penetrometer
testing within the exposed foundation bearing stratums be used to evaluate and delineate the
extent of any soft/loose and wet unsuitable soils present in the building pad.Some undercutting
of soft/wet soils should be anticipated in these boring locations.
8.2G ROUNDWATER
Groundwater was encountered at all boring locations except B-6, B-7 and B-8 at measured
depths ranging from 2 to 4 feet bgs. Depending on final site grades, temporary and/or
permanent dewatering may be required. Additional recommendations pertaining to dewatering
can be made once final site grades have been established. Some undercutting of soft/wet soils
should be anticipated in these boring locations.
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Dollar GeneralUES Project No.: 2530.2000007.0000
Granite Quarry, North CarolinaJuly 23, 2020
8.3M OISTURE S ENSITIVE S OILS
The results of our geotechnical exploration identified the presence of fill and residual siltyCLAY
(CH),very siltyCLAY (CL)and Very Clayey SILT (MH)soils at boring locationsB-1 through B-4,
B-7, and B-9. These soils are typically difficult to work when wet, and can lose strength when
exposed to moisture intrusion and repeated construction traffic. Depending on final site grades,
we anticipate that moisture modification and some undercutting of these soils will be necessary
during construction. The depth and extent of undercut required will depend on the prevailing
weather conditions and construction practices. We recommend proofrolling these soilsduring
construction, and prior to fill placement,in the manner outlined in the Site Preparation and
Grading sectionof this report to determine their suitability to remain in place. Additional
recommendations for remediation of any unstable soils observed during construction can be
provided in the field by a qualified engineer from UES during construction.
9.0 FOUNDATION DESIGN RECOMMENDATIONS
ENERAL
9.1G
The following recommendations are made based upon a review of our understanding of the
proposed construction, and experience with similar projects and subsurface conditions. The
applicability of geotechnical recommendations is very dependent upon project characteristics
such as improvement locations, and grade alterations. UES must review the final site and
grading plans to validate all recommendations rendered herein.
Additionally, if subsurface conditions are encountered during construction, which were not
encountered in the borings, report those conditions immediately to us for observation and
recommendations.
In general, if softand/or unsuitablesoils(i.e. organic debris, etc.)are present, we recommend
complete removal and replacement with suitablecompacted structural fill. Theselection ofan
adequate remediation method will greatly depend on weather conditions prior to and during
construction. Remediation methods may include, but are not limited to, selective undercut,
moisture conditioning, variable lift thicknesses, an increase of compaction requirementsor
complete removal and replacement with properly compacted structural fill.
It is our opinion thattheproposed residential structures can be supported on properly designed
and constructed shallow foundation systemswith proper site preparation. Provided that the site
preparation recommendations outlined in this report are strictly followed, the parameters
outlined below may be used for foundation design.
9.2A LLOWABLE N ET S OIL B EARING P RESSURE
The finishedfloor elevations ofthe proposed residential structures were not providedat the time
of this report.Localized undercutting of foundations and slabs-on-grade may be required where
soft/loose and/or wet soils were encountered in our borings. Undercutting may also be required
if unsuitable material is encountered during foundation excavationand slab-on-grade
construction. We recommend all slab subgrade and footing excavations are thoroughly
evaluated by the Geotechnical Engineer prior to concrete placement at the time of construction.
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Dollar GeneralUES Project No.: 2530.2000007.0000
Granite Quarry, North CarolinaJuly 23, 2020
Provided our suggested site preparation procedures are followed, we recommend designing
shallow footing foundations for a maximum allowable net soil bearing pressure of 2,500
pounds per square foot (psf). The allowable net bearing pressure is that pressure that may be
transmitted to the soil in excess of the minimum surrounding overburden pressure. The
allowable bearing pressure should include dead load plus sustained live load.
9.3F OUNDATION S IZE
For continuous wall foundations, the minimum footing width should comply with the current local
building code, but under no circumstances should be less than 12 inches. The minimum width
recommended for an isolated column footing is 24 inches. Even though the maximum allowable
soil bearing pressure maynot be achieved, these width recommendations should control the
size of the foundations.
9.4B EARING D EPTH
The bottom of allfoundations should bear at a minimum depth of 18 inches below the lowest
adjacent final ground surface or deeper as required by the governing building code for frost
penetration, protective embedment, and resistance to seasonal moisture changes. We
recommend stormwater and surface water be diverted away from the building exterior, both
during and after construction, to reduce the possibility of erosion beneath the exterior footings.
9.5B EARING M ATERIAL
Foundationsbearing on existing undocumented fill or moderately plastic to highly plasticsoils
(some ML, MH, some CL, and CH) may necessitate over-excavation and replacement crushed
stone fully encapsulated with woven geotextile fabric(Mirafi 500X or similarly approved fabric),
flowable fill, or lean concrete if deemed to be unsuitable for bearing as determined by the
foundation inspection at the time of construction. Due to the observed depth to the water
table, backfill of foundation excavations with compacted structural fill is not
recommended.This inspection should include the use of the dynamic cone penetrometer test
for assessing the strength of bearing conditions.
Foundationconcrete should be placed as soon as possible after excavation. If foundation
excavations must be left open overnight, or exposed to inclement weather, the base of the
excavation should be protected with a mat a couple of inches of lean concrete. Footing
excavations should be protected from surface water run-off and freezing. If water is allowed to
accumulate within a footing excavation and soften the bearing soils, or if the bearing soils are
allowed to freeze, the deficient soils should be removed from the excavation prior to concrete
placement.
9.6S ETTLEMENT E STIMATES
We estimate that foundations designed and constructed in accordance with the recommendations
herein will experience post-construction total settlements generally less than 1-inch with differential
settlement along a 40-foot long portion of a continuous footing, or similarly spaced column footings
generally less than ½-inch. Total and differential settlements of these magnitudes are usually
considered tolerable for the anticipated construction.However, the tolerance of the proposed
structure to the predicted total and differential settlements should be confirmed by the structural
engineer.
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Dollar GeneralUES Project No.: 2530.2000007.0000
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9.7F LOOR S LABS
Near surface clayey existing FILL soils were encountered in borings B-1 and B-2 todepths of
5½ and 3 feet bgs, respectively, and very clayey SILTresidual soils were encounteredto depths
of approximately 12 feet bgs within the areas of the proposed building pad.In addition, the
these soils are typically difficult to work when wet, and can lose strength when exposed to
moisture intrusion and repeated construction traffic. Depending on final site grades, we
anticipate that moisture modification and some undercutting of these soils will be necessary
during construction. The depth and extent of undercut required will depend on the prevailing
weather conditions and construction practices. We recommend proofrolling these soilsduring
construction, and prior to fill placement,in the manner outlined in the Site Preparation and
Grading sectionof this report to determine their suitability to remain in place. Additional
recommendations for remediation of any unstable soils observed during construction can be
provided in the field by a qualified engineer from UES during construction.
Whereconcrete slabs are designed as beams on an elastic foundation, the soils that will
comprise the subgrade soils should be assumed to have a modulus of subgrade reaction (k) of
110 pounds per cubic inch (pci). This value is estimated based on the expected results of a
plate load test using a nominal 30-inch plate.
In order to provide uniform support beneath any proposed floor slab-on-grade, we recommend
that floor slabs be underlain by a minimum of 4 inches of compacted aggregate base course
material. Theaggregate base course material should be compacted to at least 100 percent of
its modified Proctor maximum dry density. Open-graded crushed stone, such as No. 57 stone
may also be used; however, it is our experience that open graded crushed stone can collect
water during periods of rain and cause saturation and softening of the subgrade soils prior to
placement of the floor slab concrete. Therefore, construction sequencing/timing, and the
season in which the stone is placed, should be taken into consideration.
The crushed rock is intended to provide a capillary break to limit migration of moisture through
the slab. If additional protection against moisture vapor is desired, a vapor retarding membrane
may also be incorporated into the design; however, there are no specific conditions that
mandate its use. Factors such as cost, special considerations for construction, and the floor
coverings suggest that decisions on the use of vapor retarding membranes be made by the
architect and owner. Based on the subsurface materials and the intended use of the structure,
we recommend the use of a vapor retarding membrane. Vapor retarders, if used, should be
installed in accordance with ACI 302.1, Chapter 3.
The precautions listed below should be closely followed for construction of slabs-on-grade.
These details will not prevent the amount of slab movement, but are intended to reduce
potential damage should some settlement of the supporting subgrade take place.
Cracking of slabs-on-grade is normal and should be expected. Cracking can occur not only as
a result of heaving or compression of the supporting soil, but also as a result of concrete curing
stresses. The occurrence of concrete shrinkage cracks, and problems associated with concrete
curing may be reducedand/or controlled by limiting the water to cement ratio of the concrete,
proper concrete placement, finishing, and curing, and by the placement of crack control joints at
frequent intervals, particularly, where re-entrant slab corners occur. The AmericanConcrete
Institute (ACI) recommends a maximum panel size (in feet) equal to approximately three times
the thickness of the slab (in inches) in both directions. For example, joints are recommended at
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Dollar GeneralUES Project No.: 2530.2000007.0000
Granite Quarry, North CarolinaJuly 23, 2020
a maximum spacing of 12 feet assuming a four-inch thickslab. We also recommend that
control joints be scored three feet in from and parallel to all foundation walls. Using fiber
reinforcement in the concrete can also control shrinkage cracking.
Some increase in moisture content is inevitable as a result of development and associated
landscaping; however, extreme moisture content increases can be largely controlled by proper
and responsible site drainage, building maintenance and irrigation practices.
All backfill in areas supporting slabs should be moisture conditioned and compacted as
described earlier in this report. Backfill in all interior and exterior utility line trenches should be
carefully compacted.
Exterior slabs should be isolated from the building. These slabs should be reinforced to function
as independent units. Movement of these slabs should not be transmitted to the building
foundation or superstructure.
10.0 PAVEMENT RECOMMENDATIONS
10.1G ENERAL
We were not provided traffic loading data; however, we have prepared the pavement design
based on our experience with similar soils and projects, and an assumed CBR value of 3
percent. Design procedures are based on the AASHTO “Guide for Design of Pavement
Structures” and associated literature. The materials recommended for the pavement design are
referenced to theNorth CarolinaDepartment of Transportation’s (NCDOT)November 2007
“Modifications to the April 2000 Interim Pavement Design Procedure”and the “Interim Pavement
Design Procedure” published April 1, 2000. Based on the subsurface conditions, and assuming
our grading recommendations will be implemented as specified, the following presents our
recommendations regarding typical pavement sections and materials.
We recommend that a proofroll be performed with a fully-loaded tandem axle dump truck or
similar rubber-tired equipment to determine if there is any unsuitable material located
throughout the pavement areasby the Geotechnical Engineer, to confirm that all unsuitable
materials are removed and to prevent unnecessary undercutting of suitable materials.
Remediation may include undercutting and replacement with compacted structural fill,
installation of geogrid, or the use of additional graded aggregate base.
10.2F LEXIBLE P AVEMENTS
It is our opinion that the flexible pavement should consist of a surface course of asphaltic
concrete and a base course of granular material. Granular material is necessary for structural
support and to help drain rainwater that seeps below the pavement. The thicknesses of our
design are summarized in the following table.These thicknesses may not meet the county or
municipal codes for pavements. If the municipality standards are greater than our
recommendations, the flexible pavement section design should meet the municipality standards.
10

Dollar GeneralUES Project No.: 2530.2000007.0000
Granite Quarry, North CarolinaJuly 23, 2020
TABLE II–FLEXIBLE PAVEMENT DESIGN
Minimum Compacted Thickness
FLEXIBLE PAVEMENT
Standard DutyHeavy Duty
DESIGN
(inches)(inches)
Asphalt Surface Course 9.5 mm
1.53.0
SuperPave Mix
Asphalt Binder Course
2.02.5
19 mm SuperPave Mix
Aggregate Base Course6.08.0
10.3C ONCRETE “R IGID”P AVEMENTS
The use of concrete for paving has become more prevalent in recent years due to the long-term
maintenance cost benefits of concrete compared to asphaltic pavements. Proper finishing of
concrete pavements requires the use of appropriate construction joints to reduce the potential
for cracking. Construction joints should be designed in accordance with current Portland
Cement Association guidelines. Joints should be sealed to reduce the potential for water
infiltration into pavement joints and subsequent infiltration into the supporting soils. The
concrete should have a minimum compressive strength of 4,000 psi at 28 days and a 28-day
flexural strength of no less than 550 psi.The concrete should also be designed with 5 1
percent entrained air to improve workability and durability. All pavement materials and
construction procedures should conform to NCDOTor appropriate cityand/orcounty
requirements.
Large front-loading trash dump trucks frequently impose concentrated front-wheel loadson
pavements during loading. This type of loading typically results in rutting of the pavement and
ultimately, pavement failures. Therefore, we recommend that the pavement in trash pickup
areas consist of a Heavy Dutyrigid pavementsection as described in Table III below.
TABLE III–RIGIDPAVEMENT DESIGN
Graded Aggregate Minimum Pavement Maximum Control Recommended Saw
Service Level
Base (GAB)ThicknessJoint SpacingCut Depth
Heavy Duty4 inches6 Inches12 Feet x 12 Feet2Inches
10.4P AVEMENT M ATERIALS
The aggregate base course should consist of ABC stone meeting the gradation specification of
NCDOT. This base course should be compacted to at least 98percent of the maximum dry
density, as determined by the StandardProctor compaction test (ASTM D698, Method C). To
confirm that the base course has been uniformly compacted, in-place field density tests should
be performed by a qualified engineering technician, and the area should be methodically proof-
rolled under his evaluation. In addition, all asphalt material and paving operations should meet
applicable specifications of the Asphalt Institute and NCDOT Roadway Design Manual.
11

Dollar GeneralUES Project No.: 2530.2000007.0000
Granite Quarry, North CarolinaJuly 23, 2020
All materials and workmanship should meet the requirements of NCDOT Construction Manual.
Also, sufficient tests and inspections should be performed during pavement installation to
confirm that the required thickness, density, and quality requirements of the specifications are
followed.
10.5P ERFORMANCE E XPECTATIONS
Our experience indicates that an overlay may be needed in approximately 8 to 10 years due to
normal weathering of the asphaltic concrete. Additionally, some areas could require repair and
maintenance in a shorter time period.The performance of the flexible and rigid pavements will
be influenced by a number of factors including the actual condition of subgrade soils at the time
of pavement installation, installed thicknesses and compaction, and drainage. The subgrade
soils should be re-evaluated by thorough proof-rolling immediately prior to base placement and
paving and any unstable areas undercut or repaired as required to achieve stable soils. This
recommendation is very important to the long-term performance of the pavements and slabs.
Areas adjacent to pavements (embankments, landscaped island, ditching, etc.) which can drain
water (rainwater or sprinklers) should be designed so that water does not seep below the
pavements. This may require the use of french drains or swales.
Use of extruded curb or elimination of curb entirely, can allow lateral migration of irrigation water
from the abutting landscape areas into the base and/or interface between the asphaltic concrete
and base. This migration of water may cause base saturation and failure and/or separation of
the asphaltic concrete wearing surface from the basewith subsequent rippling and pavement
deterioration. For extruded curbing, we recommend that an underdrain be installed behind the
curb wherever anticipated storm, surface, or irrigation waters may collect. In addition, landscape
islands should be drainedof excess water buildup using an underdrain system. Alternatively, we
recommend that curbing around the landscape sections adjacent to the parking lots be
constructed using full depthcurb sections.
Light duty roadways and incomplete pavement sections will not perform satisfactorily under
construction traffic loadings. We recommend that construction traffic (construction equipment,
concrete trucks, sod trucks, garbage trucks, dump trucks, forklifts, etc.) be re-routed away from
these roadways or that the pavement section bedesigned for these loadingsand thickened in
order to provide acceptable performance throughout the lifecycle of the pavement section.
11.0 Site Preparation
11.1G ENERAL
After required erosion control measures have been put in place andsite clearing/stripping
operations have been completed,the exposed subgrade should be evaluated by the
Geotechnical Engineer to evaluate the stability of the subgrade. To aid the Engineer during this
evaluation, the exposed subgrade should be methodically proof-rolled with a fully-loaded
tandem axle dump truck,or similar rubber-tired equipment to identify the presence ofunsuitable
or unstable soils that require remediation.
Any organic laden topsoil found during site preparation should be completely removed. The
extent of the soft or/and organic material to be removed should be determined during stripping
and excavation activities and confirmed withproof-rolling.Any areas that deflect excessively
under proof-rolling or that are deemed loose, soft, organic, or wet should be undercutand
12

Dollar GeneralUES Project No.: 2530.2000007.0000
Granite Quarry, North CarolinaJuly 23, 2020
backfilled, as directedby the Geotechnical Engineer. Approved materials may include ABC
stone, washed stone encapsulated in a filter fabric (Mirafi 140N or similar), compacted structural
fill, and/or geogridas necessary. All undercutting should be observed by the Geotechnical
Engineer to confirm that unsuitable materials are removed, to prevent unnecessary undercutting
of suitable materialsand to provide specific recommendations for remediation if necessary.
11.2U SEOF E XCAVATED S OILS AS S TRUCTURAL F ILL
The onsite residual soils can generally be reused as structural fill.The more clayey surficial
soils are highly sensitive to moisture and it will be difficult to work withthese soilsduring the
wetter months of the year. If these soils are wet, they may exhibit longer than normal drying
times. During wet months, care should be taken to “seal off” the soils prior to any significant rain
fall. We recommend that the contractor be equipped to control moisture by both wetting and
drying the soils. In addition, heavy construction equipment (trucks, lifts, lulls) with large tires may
significantly deteriorate the consistency of onsite soils if operated during wet soil conditions.
Care should be taken to prevent deterioration as best as possible.
11.3U NDERGROUND U TILITY L INES
All fill placed in underground utility trenches should be placed and compacted as outlined in this
section. However, our experience indicates that compacting soils in utility trenches is difficult to
perform and achieving the required degree of compaction is difficult, especially below the
spring-line of pipes. Accordingly, we recommend that if the required compaction of the utility
trench backfill cannot be achieved, flowable fill or crushed stone (No.57) should be used to
backfill the trench up to at least the pipe spring-line. Rock, boulders, whether crushed or not,
should not be used as trench backfill.
11.4E XCAVATED S LOPES AND F ILL E MBANKMENTS
All fill placed in embankments should be uniformly compacted to a similar requirement as
discussed previously. It is difficult to compact soil at the face of slopes. Therefore, it will be
necessary to construct the slopes outside their design limits, and then cut them back; leaving
the exposed face well compacted. This is very important to the performance of the slopes and
we advise special care be used. Also, existing grade that will underlie new fill embankments
should be benched in order for soil compaction to be accomplished in a horizontal plane. The
benching will tie the new fill into the existing grade and reduce the potential for slippage or slope
stability failure at the interface of existing grade and new fill embankment.
We recommend that the face of slopes and embankments be protected by establishing
vegetation or mulching as soon as practical after grading. Rainwater runoff should be diverted
away from the crest of slopes. It is very important that all factors associated with slopes be
constructed in accordance with plans and specifications.
Construction of the slopes should be monitored by theGeotechnical Engineerthrough daily field
reports for the slopes.All slopes should be constructed at a minimum ratio of 3(H):1(V) unless
a global stability analysis has been performed. UES has not been informed of any such
conditions.
13

Dollar GeneralUES Project No.: 2530.2000007.0000
Granite Quarry, North CarolinaJuly 23, 2020
11.5E XCAVATIONS
Excavations should be sloped as necessary to prevent slope failure and to allow backfilling. As
a minimum, temporary excavations greater than 4 feet depth should be sloped in accordance
with OSHA regulations (29 CFR Part 1926) dated October 31, 1989. Where lateral confinement
will not permit slopes to be laid back, the excavation should be shored in accordance with
OSHA requirements. During excavation, excavated material should not be stockpiled at the top
of the slope within a horizontal distance equal to the excavation depth. Provisions for
maintaining workman safety within excavations is the sole responsibility of the contractor.
11.6R ETAINING W ALLS
Earth pressures on retaining walls are influenced the bystructural design of the walls,
conditions of wall restraint, construction methods, and the strength of the materials being
restrained. The most common conditions assumed for earth retaining wall design are the active
and at-rest conditions.
Active conditions apply to relatively flexible earth retention structures, such as free-standing
walls, where some movement and rotation may occur to mobilize shear strength. Walls which
are rigidly restrained, such as loading dock or service pits walls, should be designed for the at-
rest condition. However, if the walls are to be backfilled before they are braced by the floor
slabs, they should also be designed to withstand active earth pressures as self-supporting
cantilever walls.
Development of the full active earth pressure case requires a magnitude of horizontal wall
movement that often cannot be tolerated or cannot occur due to the rigidity of the wall and other
design restrictions, such as the impact on adjacent structures. In such cases, walls are often
designed for either the at-rest condition or a condition intermediate of the active and at-rest
conditions, depending on the amount of permissible wall movement.
Passive earth pressure represents the maximum possible pressure when a structure is pushed
against the soil, and is used in wall foundation design to help resist active or at-rest pressures.
Because significant wall movements are required to develop the passive pressure, the total
calculated passive pressure is usually reduced by one-half for design purposes.
Based on our experience with soils like those encountered at the project site, we recommend
the following earth pressure parameters for use in retaining wall design based on an assumed
phi angle of 28 degrees:
TABLE IV–LATERAL EARTH PRESSURE DESIGN PARAMETERS(Level Backfill)*
Design ParameterRecommended Value
At-rest Earth Pressure Coefficient, K0.53
o
Active Earth Pressure Coefficient, K0.36
a
Passive Earth Pressure Coefficient, K2.8
p
Unit Weight of Soil (Moist)120 pcf
Angle of Interna28 degrees
Coefficient of Sliding Friction0.35
14

Dollar GeneralUES Project No.: 2530.2000007.0000
Granite Quarry, North CarolinaJuly 23, 2020
These values assume that the wall has horizontal backfill and no surcharge loads from adjacent
structures. Thelateral earth pressure coefficients do not consider the development of
hydrostatic pressure behind the earth retaining wall structures. As such, positive wall drainage
must be provided for all earth retaining structures. These drainage systems can be constructed
of open-graded washed stone isolated from the soil backfill with a geosynthetic filter fabric and
drained by perforated pipe, or with one of several wall drainage products made specifically for
this application.
We recommend that the retaining walls be backfilled with materials deemed suitable by the
retaining wall designer. Typically, soils found in this region have been used satisfactorily as
retaining wall fill. The majority of the soils near the surface at this site may not be acceptable for
backfill for MSE retaining walls due to the percentage of fines appearing to be greater than 35%.
Once soils to be used as retaining wall backfill have been identified, we recommend that testing
of the soils be performed as specified by the retaining wall designer prior to commencement of
wall construction.
12.0CLOSURE
Our interpretation of the site soil and groundwater conditions is based on our general knowledge
of the area and the subsurface borings performed. As we currently understand it, using
conventional construction practices and standard methods of surficial stripping and removal of
surface materials and topsoil, excavation, proof-rolling, compaction, selective undercut and
replacement with the structural fill should adequately prepare the site.
An important aspect of the success of the construction process is the transfer of information
between all concerned parties to start of any activities on-site. As such, UES strongly
recommends that a pre-construction meeting be held with the following representatives in
attendance at a minimum: General contractor, site (earthwork) contractor, civil and structural
engineer, underground utility contractor, a geotechnical engineer and materials testing
technician.At this meeting, UES would describe in detail the geotechnical considerations that
would impact the construction process and future serviceability of the improvements.
15

APPROXIMATE
SITE LOCATION
GEOTECHNICAL EXPLORATION
Dollar General - Granite Quarry
Rowan County Tax Parcel ID 628174
Granite Quarry, Rowan County, North Carolina
SITE LOCATION PLAN
UNIVERSAL

B-10
B-2
B-1
B-6
B-3
B-5
B-4
B-8
B-9
B-7
LEGEND
GEOTECHNICAL EXPLORATION
Dollar General - Granite Quarry
Rowan County Tax Parcel ID 628174
Granite Quarry, Rowan County, North Carolina
TEST LOCATION PLAN
UNIVERSAL

ENGINEERING SCIENCES
UNIFIED SOIL CLASSIFICATION SYSTEM
SYMBOLS AND ABBREVIATIONS
SYMBOL DESCRIPTION
GROUP
MAJOR DIVISIONS TYPICAL NAMES
SYMBOLS
No. of Blows of a 140-lb. Weight Falling 30
Well-graded gravels and gravel-
GW
Inches Required to Drive a Standard Spoon
N-Value
sand mixtures, little or no fines
CLEAN
GRAVELS
1 Foot
GRAVELS
Poorly graded gravels and
50% or
gravel-sand mixtures, little or no
GP
Weight of Drill Rods
WOR
more of
fines
coarse
Silty gravels and gravel-sand-
fraction
Weight of Drill Rods and Hammer
WOH
GM
silt mixtures
retained on
GRAVELS
No. 4 sieve
WITH FINES
Sample from Auger Cuttings
Clayey gravels and gravel-
GC
sand-clay mixtures
CLEAN
Standard Penetration Test Sample Well-graded sands and gravelly
SW**
SANDSsands, little or no fines
SANDS
5% or less
More than
passing No. Poorly graded sands and
Thin-wall Shelby Tube Sample
SP**
50% of
gravelly sands, little or no fines
200 sieve
(Undisturbed Sampler Used)
coarse
COARSE GRAINED SOILS
fraction
SANDS with
Silty sands, sand-silt mixtures
SM**
Rock Quality Designation
RQD
passes No.
12% or more
4 sieve
passing No.
Clayey sands, sand-clay
Stabilized Groundwater Level
200 sieve
SC**
More than 50% retained on the No. 200 sieve*
mixtures
Inorganic silts, very fine sands,
Seasonal High Groundwater Level
rock flour, silty or clayey fine
ML
(also referred to as the W.S.W.T.)
sands
SILTS AND CLAYS
Inorganic clays of low to
Not Encountered
NE
medium plasticity, gravelly
Liquid limit
CL
clays, sandy clays, lean clays
50% or less
Groundwater Not Encountered
GNE
Organic silts and organic silty
OL
clays of low plasticity
Boring Terminated
BT
Inorganic silts, micaceous or
diamicaceous fine sands or
MH
Fines Content or % Passing No. 200 Sieve
-200 (%)
silts, elastic silts
Moisture Content
MC (%)
Inorganic clays or clays of high
SILTS AND CLAYS CH
plasticity, fat clays
Liquid Limit (Atterberg Limits Test)
LL
Liquid limit
FINE-GRAINED SIOLS
greater than 50%
Organic clays of medium to
Plasticity Index (Atterberg Limits Test)
PI
OH
high plasticity
50% or more passes the No. 200 sieve*
Non-Plastic (Atterberg Limits Test)
NP
Peat, muck and other highly
PT
organic soils
Coefficient of Permeability
K
*Based on the material passing the 3-inch (75 mm) sieve
** Use dual symbol (such as SP-SM and SP-SC) for soils with more
Organic Content
Org. Cont.
than 5% but less than 12% passing the No. 200 sieve
Ground Surface Elevation
G.S. Elevation
RELATIVE DENSITY
MODIFIERS
(Sands and Gravels)
Very loose – Less than 4 Blow/Foot
These modifiers Provide Our Estimate of the Amount of Minor
Loose – 4 to 10 Blows/Foot
Constituents (Silt or Clay Size Particles) in the Soil Sample
Medium Dense – 11 to 30 Blows/Foot Trace – 5% or less
With Silt or With Clay – 6% to 11%
Dense – 31 to 50 Blows/Foot
Silty or Clayey – 12% to 30%
Very Dense – More than 50 Blows/Foot
Very Silty or Very Clayey – 31% to 50%
CONSISTENCY
These Modifiers Provide Our Estimate of the Amount of Organic
(Silts and Clays)
Components in the Soil Sample
Very Soft – Less than 2 Blows/Foot
Trace – Less than 3%
Soft – 2 to 4 Blows/Foot
Few – 3% to 4%
Firm – 5 to 8 Blows/Foot
Some – 5% to 8%
Stiff – 9 to 15 Blows/Foot
Many – Greater than 8%
Very Stiff – 16 to 30 Blows/Foot
Hard – More than 30 Blows/Foot
These Modifiers Provide Our Estimate of the Amount of Other
Components (Shell, Gravel, Etc.) in the Soil Sample
Trace – 5% or less
RELATIVE HARDNESS
Few – 6% to 12%
(Limestone)
Some – 13% to 30%
Soft – 100 Blows for more than 2 Inches
Many – 31% to 50%
Hard– 100 Blows for less than 2 Inches

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CONSTRAINTS & RESTRICTIONS
The intent of this document is to bring to your attention the potential concerns and the basic limitations of a typical geotechnical report.
Bidders are urged to make their own soil borings, test pits, test
WARRANTY
caissons or other investigations to determine those conditions that
may affect construction operations. Universal Engineering Sciences
Universal Engineering Sciences has prepared this report for our client
cannot be responsible for any interpretations made from this report or
for his exclusive use, in accordance with generally accepted soil and
the attached boring logs with regard to their adequacy in reflecting
foundation engineering practices, and makes no other warranty either
subsurface conditions which will affect construction operations.
expressed or implied as to the professional advice provided in the
report.
STRATA CHANGES
UNANTICIPATED SOIL CONDITIONS
Strata changes are indicated by a definite line on the boring logs
which accompany this report. However, the actual change in the
The analysis and recommendations submitted in this report are based
ground may be more gradual. Where changes occur between soil
upon the data obtained from soil borings performed at the locations
samples, the location of the change must necessarily be estimated
indicated on the Boring Location Plan. This report does not reflect any
using all available information and may not be shown at the exact
variations which may occur between these borings.
depth.
The nature and extent of variations between borings may not become
OBSERVATIONS DURING DRILLING
known until excavation begins. If variations appear, we may have to
re-evaluate our recommendations after performing on-site
Attempts are made to detect and/or identify occurrences during drilling
observations and noting the characteristics of any variations.
and sampling, such as: water level, boulders, zones of lost circulation,
relative ease or resistance to drilling progress, unusual sample
CHANGED CONDITIONS
recovery, variation of driving resistance, obstructions, etc.; however,
lack of mention does not preclude their presence.
We recommend that the specifications for the project require that the
contractor immediately notify Universal Engineering Sciences, as well
WATER LEVELS
as the owner, when subsurface conditions are encountered that are
different from those present in this report.
Water level readings have been made in the drill holes during drilling
and they indicate normally occurring conditions. Water levels may not
No claim by the contractor for any conditions differing from those
have been stabilized at the last reading. This data has been reviewed
anticipated in the plans, specifications, and those found in this report,
and interpretations made in this report. However, it must be noted
should be allowed unless the contractor notifies the owner and
that fluctuations in the level of the groundwater may occur due to
Universal Engineering Sciences of such changed conditions. Further,
variations in rainfall, temperature, tides, and other factors not evident
we recommend that all foundation work and site improvements be
at the time measurements were made and reported. Since the
observed by a representative of Universal Engineering Sciences to
probability of such variations is anticipated, design drawings and
monitor field conditions and changes, to verify design assumptions
specifications should accommodate such possibilities and construction
and to evaluate and recommend any appropriate modifications to this
planning should be based upon such assumptions of variations.
report.
LOCATION OF BURIED OBJECTS
MISINTERPRETATION OF SOIL ENGINEERING REPORT
All users of this report are cautioned that there was no requirement for
Universal Engineering Sciences is responsible for the conclusions and
Universal Engineering Sciences to attempt to locate any man-made
opinions contained within this report based upon the data relating only
buried objects during the course of this exploration and that no
to the specific project and location discussed herein. If the
attempt was made by Universal Engineering Sciences to locate any
conclusions or recommendations based upon the data presented are
such buried objects. Universal Engineering Sciences cannot be
made by others, those conclusions or recommendations are not the
responsible for any buried man-made objects which are subsequently
responsibility of Universal Engineering Sciences.
encountered during construction that are not discussed within the text
of this report.
CHANGED STRUCTURE OR LOCATION
TIME
This report was prepared in order to aid in the evaluation of this
project and to assist the architect or engineer in the design of this
This report reflects the soil conditions at the time of exploration. If the
project. If any changes in the design or location of the structure as
report is not used in a reasonable amount of time, significant changes
outlined in this report are planned, or if any structures are included or
to the site may occur and additional reviews may be required.
added that are not discussed in the report, the conclusions and
recommendations contained in this report shall not be considered
valid unless the changes are reviewed and the conclusions modified
or approved by Universal Engineering Sciences.
USE OF REPORT BY BIDDERS
Bidders who are examining the report prior to submission of a bid are
cautioned that this report was prepared as an aid to the designers of
the project and it may affect actual construction operations.