20110089 Ver 7_Geotechnical Engineering Report_20220921

ECS Southeast, LLP
Geotechnical Engineering Report
Airlie Business Park
Denver, Lincoln County, North Carolina
ECS Project Number 08:12793
May 15, 2018

ECS SOUTHEAST, LLP
"Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities
Mr. Cliff Brumfield
Executive Director
Lincoln Economic Development Association
502 East Main Street
Lincolnton, NC 28092
Reference: Geotechnical Engineering Report
Airlie Business Park
Denver, Lincoln County, North Carolina
Dear Mr. Brumfield:
NC Registered Engineering Firm F-1078
NC Registered Geologists Firm C-406
SC Registered Engineering Firm 3239
May 15, 2018
ECS Project No. 08:12793
ECS Southeast, LLP (ECS) has completed the subsurface exploration, laboratory testing, and
geotechnical engineering analyses for the above -referenced project. Our services were performed in
general accordance with our Proposal No. 08:21992P, dated April 19, 2018. This report presents our
understanding of the geotechnical aspects of the project, the results of the field exploration and
laboratory testing conducted, and our design and construction.
It has been our pleasure to be of service to Lincoln Economic Development Association during the
design phase of this project. We would appreciate the opportunity to remain involved during the
continuation of the design phase, and we would like to provide our services during construction
phase operations as well to verify the assumptions of subsurface conditions made for this report.
Should you have any questions concerning the information contained in this report, or if we can be of
further assistance to you, please contact us.
Respectfully submitted,
ECS Southeast, LLC
Michael R. Br}iley, P.E.
Geotechnical Department Man
[e-mail]
NC Registration No. 041906
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SEAL
041906 •
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ROB R+O`
Lee.1. IillcGuinm►ass, P.E.
Principal Engineer
[e-mail]
1812 Center Park Drive, Suite D, Charlotte, NC 28217 • T: 704-525-5152 • F: 704-357-0023 • www.ecslimited.com
ECS Capitol Services, PLLC • ECS Florida, LLC • ECS Mid -Atlantic, LLC • ECS Midwest, LLC • ECS Southeast, LLP • ECS Texas, LLP

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 1
TABLE OF CONTENTS
EXECUTIVE SUMMARY 2
1.0 INTRODUCTION 3
1.1 General 3
1.2 Scope of Services 3
1.3 Authorization 3
2.0 PROJECT INFORMATION 4
2.1 Project Location 4
2.2 Site History/Current Site Conditions 4
2.3 Proposed Construction 4
2.3.1 Structural Information/Loads 5
3.0 FIELD EXPLORATION 6
3.1 Field Exploration Program 6
3.1.1 Test Borings 6
3.2 Regional/Site Geology 6
3.3 Subsurface Characterization 7
3.4 Groundwater Observations 7
4.0 LABORATORY SERVICES 8
5.0 DESIGN RECOMMENDATIONS 9
5.1 Building Design 9
5.1.1 Foundations 9
5.1.2 Floor Slabs 9
5.1.3 Seismic Design Considerations 10
5.2 Site Design Considerations 11
5.2.1 Cut and Fill Slopes 11
5.2.2 Pavement Considerations 11
6.0 SITE CONSTRUCTION RECOMMENDATIONS 14
6.1 Subgrade Preparation 14
6.1.1 Stripping and Grubbing 14
6.1.2 Proofrolling 14
6.1.3 Subgrade Stabilization 14
6.2 Earthwork Operations 15
6.2.1 Existing Man -Placed Fill 15
6.2.2 Moisture Sensitive Soils 15
6.2.2 Below Grade Excavation 16
6.2.3 Structural Fill Materials 16
6.2.4 Compaction 17
6.3 Foundation and Slab Observations 18
6.4 Utility Installations 19
6.5 General Construction Considerations 19
7.0 CLOSING 21
APPENDICES
Appendix A — Drawings & Reports
• Site Vicinity Map
• Boring Location Diagram
Appendix B — Field Operations
• Reference Notes for Boring Logs
• Boring Logs B-1 through B-17

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 2
EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering
evaluation for the single -story industrial building and associated paved park/drive areas to be
located west of the intersection of Airlie Parkway and Rufus Road in Denver, Lincoln County,
North Carolina. ECS has assume that the maximum column and wall loads for the structure will
not exceed 150 kips and 4 kips per linear foot, respectively. Construction is expected to include
stripping/grubbing, mass grading, new underground utilities, and paved parking, drive areas.
The results of our exploration and geotechnical recommendations are summarized as follows:
• The subsurface conditions disclosed by the borings generally consisted of surficial topsoil,
underlain by undocumented fill soils (Borings B-2, B-7, B-16, and B-17), residual soils, and
Partially Weathered Rock (PWR) to the explored depths of the borings. The residual soils
typically consisted of Elastic SILT (MH), Silty SAND (SM), and Sandy SILT (ML).
• Undocumented fill soils were encountered within Borings B-2, B-7, B-16, and B-17 to
depths of approximately 5%z feet below existing grades. ECS recommends the removal of
the undocumented fill within the building pad be undercut prior to the placement of
engineered fill.
• Moisture sensitive soils (MH soils) were encountered across the site and extended to
depths ranging from approximately 3 to 5.5 feet below the existing ground surface. MH
soils with a Plasticity Index (PI) greater than 30 should not be used for direct support of
project slabs -on -grade, pavements. MH soils with a PI greater than 30 encountered
within proposed structural areas should be undercut and replaced with low plasticity
engineered fill to a minimum depth of 2 feet below subgrade elevations in slab and
pavement areas. Based on our experience at the Airlie Business Park, the MH soils
generally have a PI less than 30.
• Based on the results of the subsurface exploration, the proposed structures can be
supported on conventional shallow foundations bearing on low plasticity residual soils or
new engineered fill. An allowable bearing pressure of 3,000 psf is recommended
provided the site and foundation subgrade preparation sections of this report are
followed.
• Concrete slabs -on -grade supported by approved residual soils or properly prepared
engineered fills can be designed using a modulus of subgrade reaction of 100 pounds per
cubic inch (pci).
• A Seismic Site Class "D" may be used for the site property based on the Average N
method.
Specific information regarding the subsurface exploration procedures, the site and subsurface
conditions at the time of our exploration, and our conclusions and recommendations concerning
the geotechnical design and construction aspects of the project are discussed in detail in the
subsequent sections of this report. Please note this Executive Summary is an important part of
this report but should be considered a "summary" only. The subsequent sections of this report
constitute our findings, conclusions, and recommendations in their entirety. Furthermore, ECS
should review our findings and recommendations in their entirety once the final project criteria
have been established.

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 3
1.0 INTRODUCTION
1.1 GENERAL
The purpose of this study was to provide general subsurface conditions at the site and to evaluate
those conditions with regard to foundation and floor slab support, along with general site
development. ECS has assumed that the maximum column and wall foundation loads for the
warehouse will not exceed 150 kips and 4 kips per linear foot, respectively. Construction is
expected to include stripping/grubbing, mass grading, new underground utilities, and paved
parking, drive areas.
The recommendations developed for this report are based on project information supplied by SC
Hondros. This report contains the results of our subsurface exploration and laboratory testing
programs, site characterization, engineering analyses, and recommendations for general site
development.
1.2 SCOPE OF SERVICES
Our scope of services for this phase of work included a subsurface exploration with soil test
borings, laboratory testing, engineering analysis of the foundation support options, and
preparation of this report with our recommendations. Overall, seventeen (17) soil test borings
were performed at locations selected by ECS.
This report discusses our exploratory and testing procedures, presents our findings and
evaluations and includes the following.
• Information on site conditions including geologic information and special site features.
• Description of the field exploration and laboratory tests performed.
• Final logs of the soil borings and records of the field exploration and laboratory tests in
accordance with the standard practice of geotechnical engineers, including a boring location
diagram and vicinity map.
• Measurement of the topsoil materials at each boring location and notation of this information
on the boring logs and in the text of the report.
• Seismic site classification using the average N-method.
• Recommendations regarding foundation options for the structure and settlement potential.
• Recommendations regarding slab -on -grade construction and design.
• Recommended light and heavy duty, flexible and rigid pavement sections.
• Evaluation of the on -site soil characteristics encountered in the soil borings. Specifically, we
will discuss the suitability of the on -site materials for reuse as engineered fill to support
ground slabs and pavements. A discussion of groundwater, in -place fill, and rock, and their
potential impact on structures and project construction will be provided.
• Recommendations for minimum soil cover during frost heaving, compaction requirements for
fill and backfill areas, and slab -on -grade construction.
• Recommendations regarding site preparation and construction observations and testing.
1.3 AUTHORIZATION
Our services were provided in accordance with our Proposal No. 08:21992P, dated April 19, 2018,
and includes the Terms and Conditions of Service outlined with our Proposal.

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 4
2.0 PROJECT INFORMATION
2.1 PROJECT LOCATION
The project site is located at west of the intersection of Airlie Parkway and Rufus Road in Denver,
Lincoln County, North Carolina as shown in the Site Vicinity Map (Figure 2.1.1) below, and
included in the Appendix.
Figure 2.1.1. Site Location
2.2 SITE HISTORY/CURRENT SITE CONDITIONS
Based on the Google Earth historical imagery, the site appears to have been wooded from 1993 to
2013. A portion of the site was cleared and a detention pond was constructed in the vicinity of
Borings B-2, B-7, B-16, and B-17 during the construction of Airlie Parkway. Based on the provided
topography, the ground surface at the site generally ranges from a high elevation of
approximately 800 feet in the western portion of the site to a low elevation of approximately 740
feet at the northern portion of the site.
2.3 PROPOSED CONSTRUCTION
We understand construction will include a light industrial building with associated parking/drive
areas. We assume construction is expected to include stripping/grubbing, mass grading, new
building construction, new underground utilities, and paved parking, drive areas.

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
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2.3.1 Structural Information/Loads
The following information explains our understanding of the structure and their loads:
Table 2.3.1.1 Design Values
SUBJECT
DESIGN INFORMATION / EXPECTATIONS
Building Footprint
N/A
# of Stories
One-story above grade
Usage
Light Industrial
Framing
We anticipate that the building will be concrete tilt panel.
Maximum
Column Loads
150 kips (Assumed)
Maximum
Wall Loads
4 kips per linear foot (klf) maximum (Assumed)

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 6
3.0 FIELD EXPLORATION
3.1 FIELD EXPLORATION PROGRAM
The field exploration was planned with the objective of characterizing the project site in general
geotechnical and geological terms and to evaluate subsequent field and laboratory data to assist
in the determination of geotechnical recommendations.
3.1.1 Test Borings
The subsurface conditions were explored by drilling seventeen (17) soil test borings within the
building pads and pavement areas. A track -mounted Diedrich D-50 drill rig was utilized to drill the
soil test borings. Borings were generally advanced to depths of approximately 10 to 35 feet
below the current ground surface.
Boring locations were identified in the field by ECS personnel using handheld GPS techniques and
existing landmarks as reference prior to mobilization of our drilling equipment. The approximate
as -drilled boring locations are shown on the Boring Location Diagram in Appendix A. Ground
surface elevations noted on our boring logs were estimated from the provided topography and
should be considered accurate only to the degree implied by the method used to obtain them.
Standard penetration tests (SPTs) were conducted in the borings at regular intervals in general
accordance with ASTM D 1586. Small representative samples were obtained during these tests
and were used to classify the soils encountered. The standard penetration resistances obtained
provide a general indication of soil shear strength and compressibility.
3.2 REGIONAL/SITE GEOLOGY
The site is located in the Piedmont Physiographic Province of North Carolina. The native soils in
the Piedmont Province consist mainly of residuum with underlying saprolites weathered from the
parent bedrock, which can be found in both weathered and unweathered states. Although the
surficial materials normally retain the structure of the original parent bedrock, they typically have
a much lower density and exhibit strengths and other engineering properties typical of soil. In a
mature weathering profile of the Piedmont Province, the soils are generally found to be finer
grained at the surface where more extensive weathering has occurred. The particle size of the
soils generally becomes more granular with increasing depth and gradually changes first to
weathered and finally to unweathered parent bedrock. The mineral composition of the parent
rock and the environment in which weathering occurs largely control the resulting soil's
engineering characteristics. The residual soils are the product of the weathering of the parent
bedrock.
In addition, it is apparent that the natural grades have been modified in the vicinity of Borings B-2,
B-7, B-16, and B-17 in the past by grading that included the placement of fill materials. The
quality of man-made fills can vary significantly, and it is often difficult to assess the engineering
properties of existing fills. Furthermore, there is no specific correlation between N-values from
standard penetration tests performed in soil test borings and the degree of compaction of
existing fill soils; however, a qualitative assessment of existing fills can sometimes be made based
on the N-values obtained and observations of the materials sampled in the test borings.

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
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3.3 SUBSURFACE CHARACTERIZATION
The following sections provide generalized characterizations of the soil and rock strata
encountered during our subsurface exploration. For subsurface information at a specific location,
refer to the Boring Logs in Appendix B.
Table 3.3.1 Subsurface Stratigraphy
Approximate
Depth Range
(ft)
Stratum
Description
''Ranges of
SPT N-values (bpf)
0 to 0.3(2)
(Surface
cover)
n/a
Varying amounts of surficial organic laden
soil was present at the ground surface at
each of the boring locations.
N/A
0.3 to 5.5
I
FILL(3)— Elastic SILT (MH)
9 to 12 (6)
0.3 to 32
II
RESIDUAL— Elastic SILT (MH), Silty SAND
(SM), and Sandy SILT (ML)
4 to 72
17 to 35(4)
III
PARTIALLY WEATHERED ROCK(3) sampled as
Silty SAND
50 blows per 0
inches to 50
blows per 5
inches of
penetration
Notes: (1) Standard Penetration Test
(2) Since mechanical clearing was used to gain access to the boring locations, some of the surficial organic laden soil may
have been removed at the boring locations. Our experience indicates that organic laden soil depths in wooded areas
generally range from 8 to 12 inches or greater, depending on the amount of vegetation.
(3) Existing Fill was encountered at Borings B-2, B-7, B-16, and B-17 and generally extended to depths of 5'/ feet below
existing grades.
(4) Partially Weathered Rock (PWR) was encountered at Borings B-3 through B-6, and B-9 at depths ranging from 17 to 32
feet below existing grades.
(5) Auger refusal was encountered at Borings B-4 and B-5 at depths of approximately 32.0 and 24.5 feet below existing
grades, respectively.
(6) SPT N-values in fill are not necessarily representative of the soil's engineering characteristics.
3.4 GROUNDWATER OBSERVATIONS
Groundwater measurements were attempted at the termination of drilling and prior to
demobilization from the site. Each of the boring locations was dry at the time of drilling and to the
depths explored. Cave-in depths were attempted to be measured at each of the boring locations
with cave-in depths ranging from approximately 7.0 to 26.3 feet. Cave-in of a soil test boring can
be caused by groundwater hydrostatic pressure, weak soil layers, and/or drilling activities (i.e.
drilling fluid circulation or advancement of bit).
Fluctuations in the groundwater elevation should be expected depending on precipitation, run-
off, utility leaks, and other factors not evident at the time of our evaluation. Normally, highest
groundwater levels occur in late winter and spring and the lowest levels occur in late summer and
fall. Depending on time of construction, groundwater may be encountered at shallower depths
and locations not explored during this study. If encountered during construction, engineering
personnel from our office should be notified immediately.

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 8
4.0 LABORATORY SERVICES
The laboratory testing performed by ECS for this project consisted of selected tests performed on
samples obtained during our field exploration operations. The following paragraphs briefly discuss
the results of the completed laboratory testing program. Classification and index property tests
were performed on representative soil samples obtained from the test borings in order to aid in
classifying soils according to the Unified Soil Classification System and to quantify and correlate
engineering properties.

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 9
5.0 DESIGN RECOMMENDATIONS
5.1 BUILDING DESIGN
The following sections provide recommendations for foundation design, soil supported slabs,
pavements, and seismic design parameters.
5.1.1 Foundations
Provided subgrades and structural fills are prepared as discussed herein, the proposed structure
can be supported by conventional shallow foundations: individual column footings and
continuous wall footings. The design of the foundation shall utilize the following parameters:
Table 5.1.1.1 Foundation Design
Design Parameter
Column Footing
Wall Footing
Net Allowable Bearing Pressure'
3,000 psf
Acceptable Bearing Soil Material
Newly Placed Engineered Fill,
OR
Stratum II —Sandy SILTY (ML), Silty SAND (SM) and
Elastic SILT (MH) with a Plasticity Index (PI) less than
30
Minimum Width
24 inches
18 inches
Minimum Footing Embedment Depth (below
slab or finished grade)
18 inches
18 inches
Estimated Total Settlement
Less than 1 inch
Less than 1 inch
Estimated Differential Settlement
Less than 1/22inch between
columns
Less than 1/22inch over 50
feet
1. Net allowable bearing pressure is the applied pressure in excess of the surrounding
overburden soils above the base of the foundation.
Most of the soils at the foundation bearing elevation are anticipated to be suitable for support of
the proposed structure. However, MH soils (with a PI>30) and CH soils should not be used for
direct support of foundations. If encountered within planned new foundation bearing elevation,
these soils should be undercut and replaced. If soft or unsuitable soils such as moisture sensitive
soils (MH soils with a PI greater than 30) are observed at the footing bearing elevations, the
unsuitable soils should be undercut and removed. Any undercut should be backfilled with lean
concrete (f'1 >_ 1,000 psi at 28 days) up to the original design bottom of footing elevation; the
original footing shall be constructed on top of the hardened lean concrete.
5.1.2 Floor Slabs
The on -site residual soils are considered suitable for support of the floor slabs, although moisture
control during earthwork operations, including the use of discing or appropriate drying
equipment, may be necessary. ECS assumes the finished floor elevations will be at or near grade;
therefore, it appears that the slabs for the structure will bear on Stratum II. This material is likely
suitable for the support of a slab -on -grade, however, there may be areas of soft or yielding soils. If
soft or unsuitable soils such as undocumented fill or moisture sensitive soils (with a PI greater

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 10
than 30) are observed at the footing bearing elevations, the unsuitable soils should be undercut
and removed in accordance with the recommendations included in this report.
The following graphic depicts our soil -supported slab recommendations:
_ _ Vapor Barrier
Concrete Slab
O O o O o0 • 0 0 0• 0 0 0 0 0 0
000000 000000 0 000 Q000
0 00
Compacted Subgrade
Granular Capillary Break/Drainage Layer
Figure 5.1.2.1
1. Drainage Layer Thickness: 4 inches
2. Drainage Layer Material: GRAVEL (GP, GW), SAND (SP, SW)
3. Subgrade compacted to 100% maximum dry density per ASTM D698
Subgrade Modulus: Provided the placement of Structural Fill and Granular Drainage Layer per the
recommendations discussed herein, the slab may be designed assuming a modulus of subgrade
reaction, k1 of 100 pci (Ibs/cu. inch). The modulus of subgrade reaction value is based on a 1 ft by
1 ft plate load test basis.
Slab Isolation: Ground -supported slabs should be isolated from the foundations and foundation -
supported elements of the structure so that differential movement between the foundations and
slab will not induce excessive shear and bending stresses in the floor slab. Where the structural
configuration prevents the use of a free-floating slab, the slab should be designed with suitable
reinforcement and load transfer devices to preclude overstressing of the slab. Maximum
differential settlement of soils supporting interior slabs is anticipated to be less than 0.96 inch in
40 feet.
5.1.3 Seismic Design Considerations
Seismic Site Classification: The North Carolina Building Code (NCBC) requires site classification for
seismic design based on the upper 100 feet of a soil profile. Three methods are utilized in
classifying sites, namely the shear wave velocity (vs) method; the unconfined compressive
strength (sU) method; and the Standard Penetration Resistance (SPT N-value) method. The SPT
N-value method was used in classifying this site. The weighted average N-value to a depth of 100
ft was 32 bpf; therefore, the Seismic Site Class is D.
The seismic site class definitions for the weighted average of SPT N-value in the upper 100 feet of
the soil profile are shown in the following table:
Table 5.1.3.1: Seismic Site Classification
Site Class
Soil Profile Name
SPT Resistance, N-bar
N value (bpf)
A
Hard Rock
Not Applicable
N/A
B
Rock
Not Applicable
N/A
C
Very dense soil and soft rock
N-bar > 50
>50
D
Stiff Soil Profile
15 <_ N-bar <_ 50
15 to 50
E
Soft Soil Profile
N-bar < 15
<15

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ECS Project No. 08:12793
May 15, 2018
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5.2 SITE DESIGN CONSIDERATIONS
5.2.1 Cut and Fill Slopes
ECS does not anticipate cut or fill slopes greater than 10 feet in height. We recommend that
permanent cut slopes with less than 10 feet crest height through undisturbed residual soils be
constructed at 2:1 (horizontal: vertical) or flatter. Permanent fill slopes less than 10 feet tall may
be constructed using engineered fill at a slope of 2.5:1 or flatter. However, a slope of 3:1 or
flatter may be desirable to permit establishment of vegetation, safe mowing, and maintenance.
The surface of cut and fill slopes should be adequately compacted. Permanent slopes should be
protected using vegetation or other means to prevent erosion.
A slope stability analysis should be performed on cut and fill slopes exceeding 10 feet in height to
determine a slope inclination resulting in a factor of safety greater than 1.4. Upon finalization of
site civil drawings, ECS should be contacted to perform slope stability analysis and determine if
further exploration is necessary.
The outside face of building foundations and the edges of pavements placed near slopes should
be located an appropriate distance from the slope. Buildings or pavements placed at the top of
fill slopes should be placed a distance equal to at least 1/3 of the height of the slope behind the
crest of the slope. Buildings or pavements near the bottom of a slope should be located at least 1/2
of the height of the slope from the toe of the slope. Slopes with structures located closer than
these limits or slopes taller than the height limits indicated should be specifically evaluated by the
geotechnical engineer and may require approval from the building code official.
Temporary slopes in confined or open excavations should perform satisfactorily at inclinations of
2:1. Excavations should conform to applicable OSHA regulations. Appropriately sized ditches
should run above and parallel to the crest of permanent slopes to divert surface runoff away from
the slope face. To aid in obtaining proper compaction on the slope face, the fill slopes should be
overbuilt with properly compacted structural fill and then excavated back to the proposed grades.
5.2.2 Pavement Considerations
For the design and construction of exterior pavements, the subgrades should be prepared in
accordance with the recommendations in the "Site and Subgrade Preparation" and "Engineered
Fill" sections of this report.
An important consideration with the design and construction of pavements is surface and
subsurface drainage. Where standing water develops, either on the pavement surface or within
the aggregate base course layer, softening of the subgrades and other problems related to the
deterioration of the pavement can be expected. Furthermore, positive drainage should help
reduce the possibility of the subgrade materials becoming saturated during the normal service
period of the pavement.
MH soils (with a PI > 30) should not be used for direct support of pavement sections. If
encountered within planned new pavement areas, these soils should be undercut and replaced
with approved engineered fill to a minimum depth of 2 feet below pavement sections provided
that the resulting subgrade is stable.
Based on our past experience with similar facilities and subsurface conditions, we present the
following design pavement sections, provided the recommendations contained in this report are
implemented. We have assumed a California Bearing Ratio (CBR) value of 4, which is

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 12
representative of the subgrade soils encountered at this site. Therefore, we have developed the
pavement sections recommended below using AASHTO guidelines with a CBR value of 4,
assuming the existing subgrades are satisfactorily evaluated during proofrolling and repaired in
accordance with the geotechnical engineer's recommendations. Based upon our previous
experience with similar projects, ECS has estimated the provided pavement sections based upon a
20 year life, with equivalent single axle loadings of approximately 10,000 and 350,000 ESALs for
light -duty and heavy-duty pavements, respectively.
Table 5.2.3.1: Pavement Section Recommendations
Material Designation
Light Duty
Asphalt
Pavement
Heavy Duty
Asphalt
Pavement
Portland Cement
Concrete (PCC)
Pavement
Asphalt Surface
Course (S9.5B)
2 inches
1.5 inches
-
Intermediate Coarse
(119.0B)
-
2.5 inches
-
Portland Cement
Concrete
-
-
6inches
Aggregate Base
Course
6 inches
8 inches
6 inches
ECS should be allowed to review these recommendations and make appropriate revisions based
upon the formulation of the final traffic design criteria for the project. It is important to note that
the design sections do not account for construction traffic loading.
The aggregate base course materials beneath pavements and sidewalks should be compacted to
at least 95 percent of their modified Proctor maximum dry density (ASTM D 1557).
Front -loading trash dumpsters frequently impose concentrated front -wheel loads on pavements
during loading. This type of loading typically results in rutting of bituminous pavements and
ultimately pavement failures and costly repairs. Similarly, drive-thru lanes also create severe risk
of rutting and scuffing. Therefore, we suggest that the pavements in trash pickup and drive-thru
areas utilize the aforementioned Portland Cement Concrete (PCC) pavement section. It may be
prudent to use rigid pavement sections in all areas planned for heavy truck traffic. Such a PCC
section would typically consist of 6 inches of 4,000 psi, air -entrained concrete over not less than 9
inches of compacted aggregate base course. Appropriate steel reinforcing and jointing should
also be incorporated into the design of all PCC pavements.
It should be noted that these design recommendations may not satisfy the North Carolina
Department of Transportation traffic guidelines. Any roadways constructed for public use and to
be dedicated to the State for repair and maintenance must be designed in accordance with the
State requirements.
We emphasize that good base course drainage is essential for successful pavement performance.
Water buildup in the base course will result in premature pavement failures. The subgrade and
pavement should be graded to provide effective runoff to either the outer limits of the paved
area or to catch basins so that standing water will not accumulate on the subgrade or pavement.

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 13
The pavement at locations for refuse dumpsters should be properly designed for the high axial
loads and twisting movements of the trucks. Consideration should be given to the use of concrete
pavement for the dumpster and approach areas. We recommend that the refuse collector be
consulted to determine the size and thickness of the concrete pads for dumpsters.
At locations where delivery truck, semi -trailers, and/or buses will be turning and maneuvering,
the flexible pavement section should be designed to resist the anticipated shear stress on the
pavement throughout the required pavement service life.

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 14
6.0 SITE CONSTRUCTION RECOMMENDATIONS
6.1 SUBGRADE PREPARATION
6.1.1 Stripping and Grubbing
The subgrade preparation should consist of stripping all vegetation, rootmat, topsoil, and any
other soft or unsuitable materials from the 10-foot expanded buildings and 5-foot expanded
pavement limits and to 5 feet beyond the toe of structural fills. Borings performed in
"undisturbed" areas of the site contained topsoil. Deeper topsoil or organic laden soils may be
present in wet, low-lying, and poorly drained areas. In the wooded areas, the root balls may
extend as deep as about 2 feet and will require additional localized stripping depth to completely
remove the organics. ECS should be called on to verify that topsoil and unsuitable surficial
materials have been completely removed prior to the placement of Structural Fill or construction
of structures.
6.1.2 Proofrolling
After removing all unsuitable surface materials, cutting to the proposed grade, and prior to the
placement of any structural fill or other construction materials, the exposed subgrade should be
examined by the Geotechnical Engineer or authorized representative. The exposed subgrade
should be thoroughly proofrolled with previously approved construction equipment having a
minimum axle load of 10 tons (e.g. fully loaded tandem -axle dump truck). The areas subject to
proofrolling should be traversed by the equipment in two perpendicular (orthogonal) directions
with overlapping passes of the vehicle under the observation of the Geotechnical Engineer or
authorized representative. This procedure is intended to assist in identifying any localized
yielding materials. In the event that unstable or "pumping" subgrade is identified by the
proofrolling, those areas should be marked for repair prior to the placement of any subsequent
structural fill or other construction materials. Methods of repair of unstable subgrade, such as
undercutting or moisture conditioning or chemical stabilization, should be discussed with the
Geotechnical Engineer to determine the appropriate procedure with regard to the existing
conditions causing the instability. A test pit(s) may be excavated to explore the shallow
subsurface materials in the area of the instability to help in determined the cause of the observed
unstable materials and to assist in the evaluation of the appropriate remedial action to stabilize
the subgrade.
6.1.3 Subgrade Stabilization
Subgrade Benching: Fill should not be placed on ground with a slope steeper than 5H:1V, unless
the fill is confined by an opposing slope, such as in a ravine. Otherwise, where steeper slopes
exist, the ground should be benched so as to allow for fill placement on a horizontal surface.
Subgrade Stabilization: Is some areas, particularly low-lying, wet areas of the site, undercutting of
excessively soft materials may be considered inefficient. In such areas the use of a reinforcing
geotextile or geogrid might be employed, under the advisement of ECS. Suitable stabilization
materials may include medium duty woven geotextile fabrics or geogrids. The suitability and
employment of reinforcing or stabilization products should be determined in the field by ECS
personnel, in accordance with project specifications.

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 15
6.2 EARTHWORK OPERATIONS
6.2.1 Existing Man -Placed Fill
Existing fill soils were encountered below the surficial materials at Borings B-2, B-7, B-16, and B-17
and extended to depths ranging from approximately 51/2 feet below existing grade. ECS has not
been provided with test records (such as proofrolling, compaction testing, etc.) at the time of this
report, thus the fill should be considered undocumented.
Undocumented fill poses risks associated with undetected deleterious inclusions within the fill
and/or deleterious materials at the virgin ground fill interface that are covered by the fill.
Deleterious materials can consist of significant amount of organics derived from organic rich
strippings, rubbish, construction or demolition debris, stumps and roots, and logs. If these
materials are covered over by or are within undocumented fill, the organic materials tend to
decompose slowly in the anaerobic conditions in or under the fill. Decomposition can occur over
periods ranging from several years to several decades. As the organic materials decompose, a
void is created which can create soft conditions and even subsidence in areas above the organics.
Where these types of conditions exist under or within undocumented fill, they are sometimes in
discreet pockets that can go undetected by normal subsurface exploration techniques, i.e., soil
test borings and test pits.
Due to the isolated nature of the undocumented soils, ECS recommends the removal of the
undocumented fill within the building pad be undercut prior to the placement of engineered fill.
Provided the owner is willing to accept the risks associated with undocumented fill, the
undocumented fill may remain in place beneath pavements provided they are stable during
proofrolling.
6.2.2 Moisture Sensitive Soils
Cuts: Moisture sensitive soils are those soil materials classified as Elastic SILT (MH). Moisture
sensitive soils were encountered across the site, to depths ranging from 3 to 5.5 feet below the
existing ground surface.
MH soils with a Plasticity Index (PI) greater than 30 and CH soils should not be used for direct
support of project foundations, slabs -on -grade, or pavements. MH soils with a PI greater than 30
and CH soils encountered within proposed structural areas should be undercut and replaced with
low plasticity engineered fill to a minimum depth of 2 feet below foundations and 2 feet below
subgrade elevations in slab and pavement areas. Upon completion of the undercut, the resulting
subgrade soils should be evaluated for stability prior to placement of engineered fill or with
flowable fill. Based on our experience at the Airlie Business Park, the MH soils generally have a PI
less than 30.
Structural Fills: High plasticity soils do not satisfy the specification criteria for satisfactory
materials. Given the significant presence of high plasticity soils on this site, and to reduce the
amount of import material to the site, the Owner can consider allowing soils with a maximum
Liquid Limit of 65 and maximum Plasticity Index of 30 to be used as Structural Fill at depths
greater than 4 feet below pavement subgrades outside the expanded building limits and within
non-structural areas.

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 16
6.2.2 Below Grade Excavation
We anticipate a majority of the near -surface subgrade soils at the site can be excavated with
backhoes, front-end loaders or other similar equipment using conventional means and methods.
However, please note that preliminary finished floor elevations (FFE), finished grade elevations, as
well as information regarding the depth of the planned utilities were not provided at the time of
this report. Depending on the depth of the planned utilities, difficult excavation into PWR may be
encountered during utility excavation.
As noted in the Geology section of this report, the weathering process in the Piedmont can be
erratic and significant variations of the depths of the more dense materials can occur in relatively
short distances. In some cases, isolated boulders or thin rock seams may be present in the soil
matrix.
6.2.3 Structural Fill Materials
Product Submittals: Prior to placement of Structural Fill, representative bulk samples (about 50
pounds) of on -site and off -site borrow should be submitted to ECS for laboratory testing, which
will include Atterberg limits, natural moisture content, grain -size distribution, and moisture -
density relationships for compaction. Import materials should be tested prior to being hauled to
the site to determine if they meet project specifications.
Satisfactory Structural Fill Materials: Materials satisfactory for use as Structural Fill should consist
of inorganic soils classified as CL, ML, SM, SC, SW, SP, GW, GP, GM and GC, or a combination of
these group symbols, per ASTM D 2487. The materials should be free of organic matter, debris,
and should contain no particle sizes greater than 4 inches in the largest dimension. Open graded
materials, such as Gravels (GW and GP), which contain void space in their mass should not be
used in structural fills unless properly encapsulated with filter fabric. Suitable Structural Fill
material should have the index properties shown in Table 6.2.4.1
Table 6.2.4.1 Structural Fill Index Properties
Location
LL
PI
Building Areas
50 max
30 max
Pavement Areas
50 max
30 max
Unsatisfactory Materials: Unsatisfactory fill materials include materials which to not satisfy the
requirements for suitable materials, as well as topsoil and organic materials (OH, OL), elastic Silt
(MH) (with a PI greater than 30), and high plasticity Clay (CH). The owner can consider allowing
soils with a maximum Liquid Limit of 65 and Plasticity Index of 30 to be used as Structural Fill at
depths greater than 4 feet below pavement subgrades outside the expanded building limits and
within non-structural areas.

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 17
6.2.4 Compaction
Structural Fill Compaction: Structural Fill within the expanded building, pavement, and
embankment limits should be placed in maximum 8-inch loose lifts, moisture conditioned as
necessary to within -2 and +3 % of the soil's optimum moisture content, and be compacted with
suitable equipment to a dry density of at least 95% of the Standard Proctor maximum dry density
(ASTM D698) except within 24 inches of finished soil subgrade elevation beneath slab -on -grade
and pavements. Within the top 24 inches of finished soil subgrade elevation beneath slab on
grade and pavements, the approved project fill should be compacted to at least 100 percent of its
standard Proctor maximum dry density. ECS should be called on to document that proper fill
compaction has been achieved.
Fill Compaction Control: The expanded limits of the proposed construction areas should be well
defined, including the limits of the fill zones for buildings, pavements, and slopes, etc., at the time
of fill placement. Grade controls should be maintained throughout the filling operations. All filling
operations should be observed on a full-time basis by a qualified representative of the
construction testing laboratory to determine that the minimum compaction requirements are
being achieved. Field density testing of fills will be performed at the frequencies shown in Table
6.2.5.1, but not less than 1 test per lift.
Table 5.2.5.1 Frequency of Compaction Tests in Fill Areas
Location
Frequency of Tests
Expanded Building Limits
1 test per 2,500 sq. ft. per lift
1 test per 10,000 sq. ft. per lift
Pavement Areas
Utility Trenches
1 test per 200 linear ft. per lift
Outparcels/SWM Facilities
1 test per 5,000 sq. ft. per lift
All Other Non -Critical Areas
1 test per 10,000 sq. ft. per lift
Compaction Equipment: Compaction equipment suitable to the soil type being compacted should
be used to compact the subgrades and fill materials. Sheepsfoot compaction equipment should
be suitable for the fine-grained soils (Clays and Silts). A vibratory steel drum roller should be used
for compaction of coarse -grained soils (Sands) as well as for sealing compacted surfaces.
Fill Placement Considerations: Fill materials should not be placed on frozen soils, on frost -heaved
soils, and/or on excessively wet soils. Borrow fill materials should not contain frozen materials at
the time of placement, and all frozen or frost -heaved soils should be removed prior to placement
of Structural Fill or other fill soils and aggregates. Excessively wet soils or aggregates should be
scarified, aerated, and moisture conditioned.
At the end of each work day, all fill areas should be graded to facilitate drainage of any
precipitation and the surface should be sealed by use of a smooth -drum roller to limit infiltration
of surface water. During placement and compaction of new fill at the beginning of each workday, the
Contractor may need to scarify existing subgrades to a depth on the order of 4 inches so that a weak
plane will not be formed between the new fill and the existing subgrade soils.

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 18
Drying and compaction of wet soils is typically difficult during the cold, winter months.
Accordingly, earthwork should be performed during the warmer, drier times of the year, if
practical. Proper drainage should be maintained during the earthwork phases of construction to
prevent ponding of water which has a tendency to degrade subgrade soils. Alternatively, if these
soils cannot be stabilized by conventional methods as previously discussed, additional
modifications to the subgrade soils such as lime or cement stabilization may be utilized to adjust
the moisture content. If lime or cement are utilized to control moisture contents and/or for
stabilization, Quick Lime, Calciment® or regular Type 1 cement can be used. The construction
testing laboratory should evaluate proposed lime or cement soil modification procedures, such as
quantity of additive and mixing and curing procedures, before implementation. The contractor
should be required to minimize dusting or implement dust control measures, as required.
Where fill materials will be placed to widen existing embankment fills, or placed up against
sloping ground, the soil subgrade should be scarified and the new fill benched or keyed into the
existing material. Fill material should be placed in horizontal lifts. In confined areas such as utility
trenches, portable compaction equipment and thin lifts of 3 inches to 4 inches may be required to
achieve specified degrees of compaction.
We recommend that the grading contractor have equipment on site during earthwork for both
drying and wetting fill soils. We do not anticipate significant problems in controlling moisture
within the fill during dry weather, but moisture control may be difficult during winter months or
extended periods of rain. The control of moisture content of higher plasticity soils is difficult
when these soils become wet. Further, such soils are easily degraded by construction traffic when
the moisture content is elevated.
6.3 FOUNDATION AND SLAB OBSERVATIONS
Protection of Foundation Excavations: Exposure to the environment may weaken the soils at the
footing bearing level if the foundation excavations remain open for too long a time. Therefore,
foundation concrete should be placed the same day that excavations are made. If the bearing
soils are softened by surface water intrusion or exposure, the softened soils must be removed
from the foundation excavation bottom immediately prior to placement of concrete. If the
excavation must remain open overnight, or if rainfall becomes imminent while the bearing soils
are exposed, a 1 to 3-inch thick "mud mat" of "lean" concrete should be placed on the bearing
soils before the placement of reinforcing steel.
Footing Subgrade Observations: Most of the soils at the foundation bearing elevation are
anticipated to be suitable for support of the proposed structure. It will be important to have the
geotechnical engineer of record observe the foundation subgrade prior to placing foundation
concrete, to confirm the bearing soils are what was anticipated. If soft or unsuitable soils are
observed at the footing bearing elevations, the unsuitable soils should be undercut and removed.
Any undercut should be backfilled with lean concrete (f'c >_ 1,000 psi at 28 days) up to the original
design bottom of footing elevation; the original footing shall be constructed on top of the
hardened lean concrete.
Slab Subgrade Verification: A representative of ECS should be called on to observe exposed
subgrades within the expanded building limits prior to Structural Fill Placement to assure that
adequate subgrade preparation has been achieved. A proofrolling using a drum roller or loaded
dump truck should be performed in their presence at that time. Once subgrades have been

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 19
prepared to the satisfaction of ECS, subgrades should be properly compacted and new Structural
Fill can be placed. Existing subgrades to a depth of at least 10 inches and all Structural Fill should
be moisture conditioned to within -2/+3 percentage points of optimum moisture content then be
compacted to the required density. If there will be a significant time lag between the site grading
work and final grading of concrete slab areas prior to the placement of the subbase stone and
concrete, a representative of ECS should be called on to verify the condition of the prepared
subgrade. Prior to final slab construction, the subgrade may require scarification, moisture
conditioning, and re -compaction to restore stable conditions.
6.4 UTILITY INSTALLATIONS
Utility Subgrades: The soils encountered in our exploration are expected to be generally suitable
for support of utility pipes. The pipe subgrade should be observed and probed for stability by ECS
to evaluate the suitability of the materials encountered. Any loose or unsuitable materials
encountered at the utility pipe subgrade elevation should be removed and replaced with suitable
compacted Structural Fill or pipe bedding material.
Utility Backfilling: The granular bedding material should be at least 4 inches thick, but not less
than that specified by the project drawings and specifications. Fill placed for support of the
utilities, as well as backfill over the utilities, should satisfy the requirements for Structural Fill
given in this report. Compacted backfill should be free of topsoil, roots, ice, or any other material
designated by ECS as unsuitable. The backfill should be moisture conditioned, placed, and
compacted in accordance with the recommendations of this report.
Excavation Safety: All excavations and slopes should be made and maintained in accordance with
OSHA excavation safety standards. The contractor is solely responsible for designing and
constructing stable, temporary excavations and slopes and should shore, slope, or bench the sides
of the excavations and slopes as required to maintain stability of both the excavation sides and
bottom. The contractor's responsible person, as defined in 29 CFR Part 1926, should evaluate the
soil exposed in the excavations as part of the contractor's safety procedures. In no case should
slope height, slope inclination, or excavation depth, including utility trench excavation depth,
exceed those specified in local, state, and federal safety regulations. ECS is providing this
information solely as a service to our client. ECS is not assuming responsibility for construction
site safety or the contractor's activities; such responsibility is not being implied and should not be
inferred.
6.5 GENERAL CONSTRUCTION CONSIDERATIONS
Moisture Conditioning: During the cooler and wetter periods of the year, delays and additional
costs should be anticipated. At these times, reduction of soil moisture may need to be
accomplished by a combination of mechanical manipulation and the use of chemical additives,
such as lime or cement, in order to lower moisture contents to levels appropriate for compaction.
Alternatively, during the drier times of the year, such as the summer months, moisture may need
to be added to the soil to provide adequate moisture for successful compaction according to the
project requirements.
Subgrade Protection: Measures should also be taken to limit site disturbance, especially from
rubber -tired heavy construction equipment, and to control and remove surface water from
development areas, including structural and pavement areas. It would be advisable to designate a
haul road and construction staging area to limit the areas of disturbance and to prevent

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 20
construction traffic from excessively degrading sensitive subgrade soils and existing pavement
areas. Haul roads and construction staging areas could be covered with excess depths of
aggregate to protect those subgrades. The aggregate can later be removed and used in pavement
areas.
Surface Drainage: Surface drainage conditions should be properly maintained. Surface water
should be directed away from the construction area, and the work area should be sloped away
from the construction area at a gradient of 1 percent or greater to reduce the potential of
ponding water and the subsequent saturation of the surface soils. At the end of each work day,
the subgrade soils should be sealed by rolling the surface with a smooth drum roller to minimize
infiltration of surface water.
Excavation Safety: Cuts or excavations associated with utility excavations may require forming or
bracing, slope flattening, or other physical measures to control sloughing and/or prevent slope
failures. Contractors should be familiar with applicable OSHA codes to ensure that adequate
protection of the excavations and trench walls is provided.
Erosion Control: The surface soils may be erodible. Therefore, the Contractor should provide and
maintain good site drainage during earthwork operations to maintain the integrity of the surface
soils. All erosion and sedimentation controls should be in accordance with sound engineering
practices and local requirements.

Airlie Business Park
ECS Project No. 08:12793
May 15, 2018
Page 21
7.0 CLOSING
ECS has prepared this report of findings, evaluations, and recommendations to guide
geotechnical-related design and construction aspects of the project.
The description of the proposed project is based on information provided to ECS. If any of this
information is inaccurate, either due to our interpretation of the documents provided or site or
design changes that may occur later, ECS should be contacted immediately in order that we can
review the report in light of the changes and provide additional or alternate recommendations as
may be required to reflect the proposed construction.
We recommend that ECS be allowed to review the project's plans and specifications pertaining to
our work so that we may ascertain consistency of those plans/specifications with the intent of the
geotechnical report.
Field observations, monitoring, and quality assurance testing during earthwork and foundation
installation are an extension of and integral to the geotechnical design recommendation. We
recommend that the owner retain these quality assurance services and that ECS be allowed to
continue our involvement throughout these critical phases of construction to provide general
consultation as issues arise. ECS is not responsible for the conclusions, opinions, or
recommendations of others based on the data in this report.

APPENDIX A — Drawings & Reports
Site Vicinity Map
Boring Location Diagram

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Denver Defense
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9
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9 New Hope Baptist Church
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LEGEND:
Source:
Google Maps
FIGURE 1
Site Vicinity Map
Airlie Business Park - GEO
Denver, North Carolina
PROJ. MGR.
MRB
DRAFTSMAN
JRF
REVISIONS
SCALE
N.T.S.
PROJECT NO.
08-12793
FIGURE
1
DATE
SETTING THE
STAN CIA R
FOR SERVICE
05-14-2018

LEGEND:
dir = Approximate Location of Boring
N
Background Image Provided By:
Client
FIGURE 2
Boring Location Diagram
Airlie Business Park - GEO
Denver, North Carolina
PROJ. MGR.
MRB
SCALE
N.T.S.
DRAFTSMAN
JRF
PROJECT NO.
08-12793
REVISIONS
FIGURE
2
SETTING THE
STANDARD
FOR SERVICE
DATE
05-14-2018

APPENDIX B — Field Operations
Reference Notes for Boring Logs
Boring Logs B-1 through B-17
Eli

REFERENCE NOTES FOR BORING LOGS
MATERIAL1'2
ASPHALT
CONCRETE
Vco 4 GRAVEL
M■M
MEM
■■M
TOPSOIL
VOID
BRICK
AGGREGATE BASE COURSE
FILLS
MAN -PLACED SOILS
GW WELL -GRADED GRAVEL
gravel -sand mixtures, little or no fines
GP POORLY -GRADED GRAVEL
gravel -sand mixtures, little or no fines
GM SILTY GRAVEL
gravel -sand -silt mixtures
r it GC CLAYEY GRAVEL
gravel -sand -clay mixtures
SW WELL -GRADED SAND
gravelly sand, little or no fines
POORLY -GRADED SAND
gravelly sand, little or no fines
SP
SM SILTY SAND
sand -silt mixtures
SC CLAYEY SAND
sand -clay mixtures
ML SILT
non -plastic to medium plasticity
MH ELASTIC SILT
high plasticity
CL LEAN CLAY
low to medium plasticity
CH FAT CLAY
high plasticity
OL ORGANIC SILT or CLAY
non -plastic to low plasticity
OH ORGANIC SILT or CLAY
high plasticity
PT PEAT
highly organic soils
DRILLING SAMPLING SYMBOLS & ABBREVIATIONS
SS
ST
WS
BS
PA
HSA
Split Spoon Sampler
Shelby Tube Sampler
Wash Sample
Bulk Sample of Cuttings
Power Auger (no sample)
Hollow Stem Auger
PM
RD
RC
REC
RQD
Pressuremeter Test
Rock Bit Drilling
Rock Core, NX, BX, AX
Rock Sample Recovery %
Rock Quality Designation %
PARTICLE SIZE IDENTIFICATION
DESIGNATION
PARTICLE SIZES
Boulders
Cobbles
Gravel: Coarse
Fine
Sand: Coarse
Medium
Fine
Silt & Clay ("Fines")
12 inches (300 mm) or larger
3 inches to 12 inches (75 mm to 300 mm)
% inch to 3 inches (19 mm to 75 mm)
4.75 mm to 19 mm (No. 4 sieve to 3/4 inch)
2.00 mm to 4.75 mm (No. 10 to No. 4 sieve)
0.425 mm to 2.00 mm (No. 40 to No. 10 sieve)
0.074 mm to 0.425 mm (No. 200 to No. 40 sieve)
<0.074 mm (smaller than a No. 200 sieve)
COHESIVE SILTS & CLAYS
UNCONFINED
COMPRESSIVE
STRENGTH, Qp4
SPT5
(BPF)
CONSISTENCY
(COHESIVE)
<0.25
0.25 - <0.50
0.50 - <1.00
1.00 - <2.00
2.00 - <4.00
4.00 - 8.00
>8.00
3-4
5-8
9-15
16-30
31 - 50
>50
<3 Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
Very Hard
GRAVELS, SANDS & NON -COHESIVE SILTS
SPT5
DENSITY
<5
5-10
11 - 30
31 - 50
>50
Very Loose
Loose
Medium Dense
Dense
Very Dense
Classifications and symbols per ASTM D 2488-09 (Visual -Manual Procedure) unless noted otherwise.
RELATIVE
AMOUNT
COARSE
GRAINED
(%)
FINE
GRAINED
(%)
Trace
Dual Symbol
(ex: SW-SM)
With
Adjective
(ex: "Silty')
<5 <5
10 10
15 - 20 15-25
25 - <50 30 - <50
WATER LEVELS6
•
WL
SHW
ACR
SWT
DCI
WCI
Water Level (WS)(WD)
(WS) While Sampling
(WD) While Drilling
Seasonal High WT
After Casing Removal
Stabilized Water Table
Dry Cave -In
Wet Cave -In
2To be consistent with general practice, "POORLY GRADED" has been removed from GP, GP -GM, GP -GC, SP, SP-SM, SP-SC soil types on the boring logs.
3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)].
4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf).
5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler
required to drive the sampler 12 inches (ASTM D 1586). "N-value" is another term for "blow count" and is expressed in blows per foot (bpf).
6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable
when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the
water level to stabilize. In such cases, additional methods of measurement are generally employed.
7Minor deviation from ASTM D 2488-09.
Reference Notes for Boring Logs (FINAL 08-23-2016).doc
© 2016 ECS Corporate Services, LLC. All Rights Reserved

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-1
SHEET
1 OF 1
I
_C
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 785
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
`,"
— 785
_
S-1
SS
18
18
(ML) Residual, SANDY SILT, contains mica,
reddish brown, moist, firm to stiff
—
_
3
4
5
• it
_
S-2
SS
18
18
3
3
5
8 ►:�
5-
—780
_
S-3
SS
18
16
-
2
3
3
6 ►�
_
_
S-4
SS
18
16
_
2
2
4
6 ►:�
10-
—775
_
_
S-5
SS
18
17
_
4
5
6
11
►:�
15
— 770
_
S-6
SS
18
18
_
5
7
8
15 ►D
20-
25—
30—
END OF BORING @ 20'
765
—
— 760
— 755
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/10/18
CAVE IN DEPTH @ 14.9'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/10/18
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-2
SHEET
1 OF 1
I
_C
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 767
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
,
.'.
G
_
S-1
SS
18
18
(MH FILL) ELASTIC SILT, contains slight mica,
brown, moist, stiff
J4
c =
°—
765
a
5
6
11
►d
—
—
S-2
SS
18
17
�'
-of
3
5
7
1
►D
5
(ML) Residual, SANDY SILT, brown, moist, stiff
—
S-3
SS
18
18
— 760
3
4
6
1 1 ►:�
(SM) SILTY FINE TO MEDIUM SAND, brown,
—
S-4
SS
18
16
moist, medium dense
_
_
4
5
9
14
►:�
10 '
—
—
— 755
_
-
S-5
SS
18
17
-
10
11
17
28 ►D
15'
—
20 —
—
25 —
—
30—
END OF BORING @ 15'
750
745
— 740
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/1 0/1 8
CAVE IN DEPTH @ 10.3'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/1 0/1 8
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-3
SHEET
1 OF 2
I
_c
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 795
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
`,",",—
795
_
S-1
SS
18
18
(ML) Residual, SANDY SILT, contains slight
mica, tannish brown, moist, stiff
—
_
3
4
6
1 r ►:�
(ML) SANDY SILT, contains slight mica,
—
S-2
SS
18
18
tannish brown, moist, soft
—
2
2
2
Q14
5'
— 790
(ML) SANDY SILT, contains slight mica,
S 3
SS
18
18
reddish brown, moist, stiff
—
s
1—
►��
(SM) SILTY FINE TO MEDIUM SAND, contains
S-4
SS
18
18
slight mica, tan, moist, medium dense to dense
—
s
6
11
►e
10'
— 785
_
_
S-5
SS
18
18
_
6
8
11
1• ►:�
15'
— 780
_
_
S-6
SS
18
18
_
8
10
13
23
►:�
20 -NA
— 775
_
S-7
SS
18
18
_
8
13
20
33
►D
25 -NA
— 770
S-8
SS
18
18
9
13
16
31
►:4
30
— 765
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/10/18
CAVE IN DEPTH @ 26.2'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/10/18
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-3
SHEET
2 OF 2
I
—
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% — — — REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 795
® STANDARD PENETRATION
BLOWS/FT
—
(SM) SILTY FINE TO MEDIUM SAND, contains
slight mica, tan, moist, medium dense to dense
—
—
PARTIALLY WEATHERED ROCK SAMPLED
-
-
AS SILTY SAND, tan22
_
;
r.
.ti
—
S-9
SS
11
11
''
50/5
100+
35—
40—
45—
50—
55—
60—
END OF BORING @ 35'
760
— 755
— 750
— 745
— 740
— 735
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/10/18
CAVE IN DEPTH @ 26.2'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/10/18
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-4
SHEET
1 OF 2
I
_c
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 800
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
x
x"x'-
800
—
S-1
SS
18
17
(MH) Residual, ELASTIC SILT, contains slight
mica, reddish brown, moist, very stiff
—
—
4
6
10
16
(MH) ELASTIC SILT, contains slight mica,
—
S-2
SS
18
16
reddish brown, moist, hard
-
6
16
19
35
5
— 795
(SM) SILTY FINE TO MEDIUM SAND, contains
—
S 3
SS
18
18
slight mica, tannish gray to tan, moist, medium
dense to dense
—
13
21
34
_
S-4
SS
18
17
_
4
5
9
14
10'
— 790
_
_
S-5
SS
18
17
4
6
8
14
15'
— 785
_
_
S-6
SS
18
18
_
10
18
26
44
►:�
20'
— 780
PARTIALLY WEATHERED ROCK SAMPLED
-"
—
AS SILTY SAND, tan
:`":',
'�`
13
—
-''—
S-7
SS
17
17
27
100+ ►:�
'
50/5
25 —
.
775
—
,r,
.,
17
—
S-8
SS
16
16
28
100+
50/4
30—
770
,
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/1 0/1 8
CAVE IN DEPTH @ 25.8'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/1 0/1 8
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-4
SHEET
2 OF 2
—�
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
1 1
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
—0— CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% — — — REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >len>
X
SURFACE ELEVATION 800
® STANDARD PENETRATION
BLOWS/FT
—
PARTIALLY WEATHERED ROCK SAMPLED
AS SILTY SAND, tan
35
40
45
50 —
55 —
60 —
S-9
SS
0
0
AUGER REFUSAL @ 32'
_
- 765
- 760
755
— 750
— 745
— 740
50/0
100+
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
V WL GNE WS❑ WD❑
BORING STARTED 05/10/18
CAVE IN DEPTH @ 25.8'
51 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/10/18
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-5
SHEET
1 OF 1
I
_c
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 785
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
'
'"`"'<'—
785
—
S-1
SS
18
18
(SM) Residual, SILTY FINE TO MEDIUM
SAND, contains slight mica, brown, moist,
medium dense
—
—
5
6
10
16 ►e
_
S-2
SS
18
18
5
6
12
18 ►D
5'
— 780
'
—
S-3
SS
18
18
-
5
9
10
1 • ►:�
_
S-4
SS
18
18
4
9
15
24
►D
10 '
— 775
—
(SM) SILTY FINE TO MEDIUM SAND, contains
slight mica, tannish gray, moist, very dense
—
_
_
S-5
SS
18
18
_
17
29
43
7 ►:�
15
— 770
_
_
S-6
SS
18
18
_
_
15
22
42
64
0
20
— 765
PARTIALLY WEATHERED ROCK SAMPLED
{`;,r
_
AS SILTY SAND, tannish gray19
—
S-7
SS
11
11
100+
50 5
25—
30—
AUGER REFUSAL @ 24.5'
—760
— 755
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/10/18
CAVE IN DEPTH @ 19.6'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/10/18
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-6
SHEET
1 OF 2
I
_c
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 795
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
'
'"— 795
—
S-1
SS
18
14
(MH) Residual, ELASTIC SILT, contains slight
mica, brown, moist, stiff to firm
—
4
4
7
11
►d
_
S-2
SS
18
18
3
3
5
8 ►:�
5
— 790
(SM) SILTY FINE TO MEDIUM SAND, contains
'
S-3
SS
18
13
dslight ensemica, brown, moist, medium dense to
—
5
9
14
►��
_
_
S-4
SS
18
18
_
7
9
17
26 ►D
10'
— 785
_
_
S-5
SS
18
18
_
10
13
21
34
►:�
15'
— 780
_
_
S-6
SS
18
18
_
10
14
16
3' ►:�
20.9
— 775
_
S-7
SS
18
18
10
17
23
4' ►:�
25 '
— 770
—
(SM) SILTY FINE TO MEDIUM SAND, contains
slight mica, brown, moist, very dense
—
_
S-8
SS
18
18
13
25
34
5' ►D
30
— 765
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/10/18
CAVE IN DEPTH @ 26.3'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/10/18
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-6
SHEET
2 OF 2
I
_C
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% — — — REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 795
® STANDARD PENETRATION
BLOWS/FT
—
(SM) SILTY FINE TO MEDIUM SAND, contains
slight mica, brown, moist, very dense
—
PARTIALLY WEATHERED ROCK SAMPLED
—
AS SILTY SAND, brown
d
44
—
S-9
SS
9
9
�tt
50/3
100+®
35—
40 —
45 —
50 —
55 —
60 —
END OF BORING @ 34.3'
—760
— 755
— 750
— 745
— 740
— 735
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/10/18
CAVE IN DEPTH @ 26.3'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/10/18
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-7
SHEET
1 OF 1
I
_c
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 783
® STANDARD PENETRATION
BLOWS/FT
0
7.c\x/
-
-\Topsoil Depth [41 /
5
-
6
'—
_
S-1
SS
18
18
(MH FILL) ELASTIC SILT, contains slight mica,
reddish brown, moist, stiff to firm
s_
,�
3
4
5
• it
—
—PA
7
780
—
S-2
SS
18
18
a �"
3
3
3
6 '3
5�
(SC) Residual, CLAYEY FINE TO MEDIUM
'
—
S-3
SS
18
18
SAND, contains mica, reddish brown, moist,
medium dense
6
9
15 ►e
—
Ff...
775
S-4
SS
18
18
5
7
10
17 ►D
10
—
—
(SM) SILTY FINE TO MEDIUM SAND, contains
slight mica, grayish brown, moist, medium
—
— 770
_
_
S-5
SS
18
18
dense
5
6
10
16 ►D
15 '
—
_
— 765
_
-
S-6
SS
18
18
_
_
8
10
17
27 ►:�
20'
—
25—
—
30—
END OF BORING @ 20'
—
—760
—
—755
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/09/1 8
CAVE IN DEPTH @ 16.0'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/09/1 8
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
PROJECT NAME
Airlie Business Park - GEO
Job #:
08:12793
BORING #
B-8
SHEET
1 OF 1
ARCHITECT -ENGINEER
Lee J. McGuinness
SITE LOCATION
Airlie Rd Denver Lincoln Count NC
NORTHING
EASTING
2
a
w
❑
O
z
w
V)
a
1-
w
z_
0)
w
2
z
>-
cc
w
w
O
w
m
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% — — — REC%
PLASTIC
LIMIT%
X
WATER
CONTENT%
•
® STANDARD PENETRATION
BLOWS/FT
LIQUID
LIMIT%
A
STATION
DESCRIPTION OF MATERIAL
BOTTOM OF CASING M
SURFACE ELEVATION 787
ENGLISH UNITS
LOSS OF CIRCULATION %ooz%
r).f'4da'
To soil Death 3"
(SC) Residual, CLAYEY FINE TO MEDIUM
SAND, trace gravel, reddish brown, moist,
medium dense
(SM) SILTY FINE TO MEDIUM SAND, trace
gravel, reddish brown, moist, medium dense
(SC) CLAYEY FINE TO MEDIUM SAND, trace
gravel, reddish brown, moist, medium dense
(CL) SANDY CLAY, contains slight mica,
brown, moist, firm
(SC) CLAYEY FINE TO MEDIUM SAND,
contains slight mica, brown, moist, medium
dense
(SM) SILTY FINE TO MEDIUM SAND, contains
slight mica, brown, moist, medium dense
END OF BORING @ 30'
ooFf°
O'A
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE
ws ❑
WD
• WL(SHW) t WL(ACR) GNE
BORING STARTED
05/09/18
BORING COMPLETED 05/09/18
CAVE IN DEPTH @ 25.7'
HAMMER TYPE Manual
• WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-9
SHEET
1 OF 1
I
_c
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 788
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
-v
-,
—
S-1
SS
18
18
(MH) Residual, ELASTIC SILT, contains slight
mica, brown, moist, stiff
2
3
6
• ►.�
—
— 785
_
S-2
SS
18
18
_
2
4
7
11
5'
—
(SM) SILTY FINE TO MEDIUM SAND, contains
—
S 3
SS
18
17
slight mica, gray, moist, medium dense to
dense
—
12
18
30
►.�
—
— 780
_
_
S-4
SS
18
17
_
_
10
16
21
37 ►D
10
—
— 775
_
_
S-5
SS
18
18
9
12
21
33
►:�
15'
—
_
— 770
_
_
S-6
SS
18
18
_
10
15
19
34
►4
20 '
—
—
(SM) SILTY FINE TO MEDIUM SAND, contains
slight mica, gray, moist, very dense
— 765
_
S-7
SS
18
18
10
18
39
57 ►D
25 '
—
PARTIALLY WEATHERED ROCK SAMPLED
—
AS SILTY SAND, gray
—
—760
_
_
_
26
S-8
SS
17
14
44
94/11 ►D
50/5
30—
END OF BORING @ 30'
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/09/18
CAVE IN DEPTH @ 21.9'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/09/18
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-10
SHEET
1 OF 1
I
_C
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 790
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
x- 790
—
S-1
SS
18
16
(MH) Residual, ELASTIC SILT, contains slight
mica, reddish brown, moist, stiff to very stiff
2
3
7
1 ' ►:�
_
S-2
SS
18
18
5
6
10
16
5'
— 785
(SM) SILTY FINE TO MEDIUM SAND,
—
S-3
SS
18
17
contains slight mica, brown to gray, moist,
medium dense to dense
—
10
11
21
►:�
_
_S-4
SS
18
17
_
7
9
11
21►D
10
—780
_
_
S-5
SS
18
18
_
6
7
12
1• ►:�
15
— 775
_
_S-6
SS
18
18
_
8
12
17
2•►D
20 '
— 770
_
S-7
SS
18
18
_
8
14
21
35 ►:�
25 -
— 765
_
S-8
SS
18
18
11
16
25
41 ►D
30
-
END OF BORING @ 30'
- 760
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/09/18
CAVE IN DEPTH @ 24.0'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/09/18
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-11
SHEET
1 OF 1
I
_C
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 794
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
w
, —
'
—
S-1
SS
18
18
(MH) Residual, ELASTIC SILT, contains slight
mica, brown, moist, very stiff
—
—
5
8
9
17 ►e
(SM) SILTY FINE TO MEDIUM SAND, contains
—
S-2
SS
18
18
slight
densemica, grayish brown, moist, medium
—
_ 790
,9
21 ►•�
5'
—
'
—
S-3
SS
18
15
-
—
4
7
10
17 ►0
_
S-4
SS
18
17
— 785
5
8
12
21 ►0
10 '
—
_
S-5
SS
18
17
— 780
8
9
12
21
►D
15.4
—
—
(SM) SILTY FINE TO MEDIUM SAND, contains
slight mica, grayish brown, moist, very dense
—
_
_
S-6
SS
18
18
— 775
16
23
33
56
0
20 -'
—
_
S-7
SS
18
18
— 770
12
26
39
65
25 '
—
_
S-8
SS
18
18
— 765
13
20
34
54 t0
30
END OF BORING @ 30'
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/10/18
CAVE IN DEPTH @ 21 .8'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/10/18
HAMMER TYPE Manual
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-12
SHEET
1 OF 1
I
_C
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 800
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
'
'","'<'—
800
—
S-1
SS
18
18
(SM) Residual, SILTY FINE TO MEDIUM
SAND, contains slight mica, tannish to grayish
brown, moist, medium dense to dense
—
=
6
io
20
31 ►e
_
S-2
SS
18
18
4
7
9
16
D
5'
— 795
—
S-3
SS
18
18
—
4
6
io
16 ►D
_
S-4
SS
18
18
_
5
6
1 3
►:�
10-
—790
_
_
S-5
SS
18
18
_
5
6
9
15 ►:�
15-
—785
_
_
S-6
SS
18
18
_
_
6
9
13
22
►:�
20
— 780
_
S-7
SS
18
17
_
9
13
23
36 ►:�
25 '
— 775
S-8
SS
18
18
9
15
25
4s ►D
30
-
END OF BORING @ 30'
770
—
_
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/09/18
CAVE IN DEPTH @ 22.3'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/09/18
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-13
SHEET
1 OF 1
I
_C
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 795
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
`'
.—
795
_
S-1
SS
18
18
(MH) Residual, ELASTIC SILT, contains slight
mica, reddish brown, moist, stiff
—
_
3
5
5
11 ►:�
(ML) SANDY SILT, contains slight mica, reddish
—
S-2
SS
18
17
brown, moist, stiff
—
3
5
6
11
►D
5'
— 790
(SM) SILTY FINE SAND, contains slight mica,
'
—
S-3
SS
18
17
reddish to grayish brown, moist, loose to
medium dense
—
—
—
a
5
, ►��
_
_
S-4
SS
18
18
_
_
_
3
4
6
11 ►:�
10'
— 785
_
_
S-5
SS
18
17
_
_
6
7
10
17 ►:�
15'
—780
_
S-6
SS
18
17
2
4
6
1 s ►:�
20'
25 —
30 —
END OF BORING @ 20'
775
—
— 770
— 765
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/10/18
CAVE IN DEPTH @ 14.0'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/10/18
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-14
SHEET
1 OF 1
I
_C
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 775
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
`,,,,,,—
775
S-1
SS
18
18
(MH) Residual, ELASTIC SILT, contains slight
mica, brown, moist, stiff
—
2
3
8
11
(SM) SILTY FINE TO MEDIUM SAND, contains
—
S-2
SS
18
18
slight mica, grayish brown, moist, medium
dense
—
$
is
24
5
—
— 770
_
S-3
SS
18
18
—
—
_
8
9
14
23
_
S-4
SS
18
16
7
12
15
27
10
15—
20—
25—
30—
END OF BORING @ 10'
765
— 760
— 755
— 750
— 745
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WD®
BORING STARTED 05/09/18
CAVE IN DEPTH @ 7.0'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/09/18
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-15
SHEET
1 OF 1
I
_C
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 795
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
`'"
795
—
S-1
SS
18
18
(SM) Residual, SILTY FINE TO MEDIUM
SAND, brown to grayish brown, moist, medium
dense to dense
—
—
4
7
12
1
S-2
SS
18
16
7
9
13
2
5'
— 790
'
—
S-3
SS
18
18
-
-
6
8
12
2
_
S-4
SS
18
18
11
15
17
12
10
15 —
20 —
25 —
30 —
END OF BORING @ 10'
785
— 780
— 775
— 770
— 765
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/09/18
CAVE IN DEPTH @ 7.3'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/09/18
HAMMER TYPE Manual
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-16
SHEET
1 OF 1
I
_C
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 792
® STANDARD PENETRATION
BLOWS/FT
0 -
-\Topsoil Depth [31 /
,
'.—
G:J4
_
S-1
SS
18
16
(MH FILL) ELASTIC SILT, contains slight mica,
reddish brown, moist, stiff
r
'°3
— 790
2
6
—
S-2
SS
18
17
-of
2
4
6
1
5
(SM) Residual, SILTY FINE TO MEDIUM
—
S-3
SS
18
18
SAND, contains slight mica, brown to grayish
brown, moist, medium dense
—
—
— 785
s
8
1
_
S-4
SS
18
18
_
_
4
8
11
19
10
—
15 —
—
20 —
—
25—
—
30—
END OF BORING @ 10'
— 780
— 775
— 770
—
— 765
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/09/18
CAVE IN DEPTH @ 7.0'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/09/18
HAMMER TYPE Manual
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

CLIENT
Lincoln County Public Works
Job #:
08:12793
BORING #
B-17
SHEET
1 OF 1
I
_C
PROJECT NAME
Airlie Business Park - GEO
ARCHITECT -ENGINEER
Lee J. McGuinness
®TM
SITE LOCATION
Airlie Rd, Denver, Lincoln County, NC
CALIBRATED PENETROMETER TONS/FT2
NORTHING
EASTING
STATION
ROCK QUALITY DESIGNATION & RECOVERY
RQD% — — — REC%
DEPTH (FT)
SAMPLE NO.
SAMPLE TYPE
SAMPLE DIST. (IN)
RECOVERY (IN)
DESCRIPTION OF MATERIAL ENGLISH UNITS
WATER LEVELS
ELEVATION (FT)
BLOWS/6"
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
• A
BOTTOM OF CASING M LOSS OF CIRCULATION >1002)
X
SURFACE ELEVATION 780
® STANDARD PENETRATION
BLOWS/FT
0 —
Topsoil Depth [31
_—
780
-0)
_
S-1
SS
18
18
(MH FILL) ELASTIC SILT, contains slight mica,
reddish brown, moist, stiff
r
1
s
5
6
11
►�
—4
_
S-2
SS
18
18
�€
s0'
*`/—
4
5
6
11
D
5
0r`v
775
(SM) Residual, SILTY FINE TO MEDIUM
—
S 3
SS
18
18
SAND, contains slight mica, grayish brown,
moist, loose to medium dense
—
—
—
a
6
1 i►��
_
S-4
SS
18
18
_
_
5
5
8
►D
12
10
15—
20—
25—
30—
END OF BORING @ 10'
770
— 765
— 760
— 755
— 750
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl
BORING STARTED 05/09/18
CAVE IN DEPTH @ 7.2'
31 WL(SHW) t WL(ACR) GNE
BORING COMPLETED 05/09/1 8
HAMMER TYPE Auto
WL
RIG D-50 ATV FOREMAN Brian Boyce
DRILLING METHOD 2.25 H.S.A.

Important Intormation About Your
Geotechmcal Engineering Report
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes
The following information is provided to help you manage your risks.
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A geotechnical engineering study conducted for a civil engineer
may not fulfill the needs of a construction contractor or even another civil
engineer. Because each geotechnical engineering study is unique, each geo-
technical engineering report is unique, prepared solely for the client. No one
except you should rely on your geotechnical engineering report without first
conferring with the geotechnical engineer who prepared it. And no one - not
even you - should apply the report for any purpose or project except the one
originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical
engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A Geotechnical Engineering Report Is Based on
A Unique Set of Project -Specific Factors
Geotechnical engineers consider a number of unique, project -specific factors
when establishing the scope of a study. Typical factors include: the client's
goals, objectives, and risk management preferences; the general nature of the
structure involved, its size, and configuration; the location of the structure
on the site; and other planned or existing site improvements, such as access
roads, parking lots, and underground utilities. Unless the geotechnical engi-
neer who conducted the study specifically indicates otherwise, do not rely on
a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect:
• the function of the proposed structure, as when it's changed from a
parking garage to an office building, or from alight industrial plant
to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the
proposed structure,
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems
that occur because their reports do not consider developments of which they
were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at the
time the study was performed. Do not rely on a geotechnical engineering
report whose adequacy may have been affected by: the passage of time; by
man-made events, such as construction on or adjacent to the site; or by natu-
ral events, such as floods, earthquakes, or groundwater fluctuations. Always
contact the geotechnical engineer before applying the report to determine if it
is still reliable. A minor amount of additional testing or analysis could prevent
major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engineers
review field and laboratory data and then apply their professional judgment
to render an opinion about subsurface conditions throughout the site. Actual
subsurface conditions may differ -sometimes significantly from those indi-
cated in your report. Retaining the geotechnical engineer who developed your
report to provide construction observation is the most effective method of
managing the risks associated with unanticipated conditions.
A Report's Recommendations Are Not Final
Do not overrely on the construction recommendations included in your re-
port. Those recommendations are not final, because geotechnical engineers
develop them principally from judgment and opinion. Geotechnical engineers
can finalize their recommendations only by observing actual
J

subsurface conditions revealed during construction. The geotechnical engi-
neer who developed your report cannot assume responsibility or liability for
the report's recommendations if that engineer does not perform construction
observation.
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineer-
ing reports has resulted in costly problems. Lower that risk by having your
geotechnical engineer confer with appropriate members of the design team
after submitting the report. Also retain your geotechnical engineer to review
pertinent elements of the design team's plans and specifications. Contractors
can also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize
that separating fogs from the report can elevate risk.
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, but preface it with a
clearly written letter of transmittal. In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the report's
accuracy is limited; encourage them to confer with the geotechnical engineer
who prepared the report (a modest fee may be required) and/or to conduct ad-
ditional study to obtain the specific types of information they need or prefer.
A prebid conference can also be valuable. Be sure contractors have sufficient
timeto perform additional study. Only then might you be in a position to give
contractors the best information available to you, while requiring them to at
least share some of the financial responsibilities stemming from unantici-
pated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disciplines.
This lack of understanding has created unrealistic expectations that have led
to disappointments, claims, and disputes. To help reduce the risk of such
outcomes, geotechnical engineers commonly include a variety of explanatory
provisions in their reports. Sometimes labeled "limitations" many of these
provisions indicate where geotechnical engineers' responsibilities begin
and end, to help others recognize their own responsibilities and risks. Read
these provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually re-
late any geoenvironmental findings, conclusions, or recommendations; e.g.,
about the likelihood of encountering underground storage tanks or regulated
contaminants. Unanticipated environmental problems have led to numerous
project failures. If you have not yet obtained your own geoenvironmental in-
formation, ask your geotechnical consultant for risk management guidance.
Do not rely on an environmental report prepared for someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction, op-
eration, and maintenance to prevent significant amounts of mold from grow-
ing on indoor surfaces. To be effective, all such strategies should be devised
for the express purpose of mold prevention, integrated into a comprehensive
plan, and executed with diligent oversight by a professional mold prevention
consultant. Because just a small amount of water or moisture can lead to
the development of severe mold infestations, a number of mold prevention
strategies focus on keeping building surfaces dry. While groundwater, wa-
ter infiltration, and similar issues may have been addressed as part of the
geotechnical engineering study whose findings are conveyed in -this report,
the geotechnical engineer in charge of this project is not a mold prevention
consultant; none of the services performed in connection with
the geotechnical engineer's study were designed or conducted
for the purpose of mold prevention. Proper implementation of
the recommendations conveyed in this report will not of itself
be sufficient to prevent mold from growing in or on the struc-
ture involved.
Rely on Your ASFE-Member Geotechnical
Engineer For Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical engi-
neers to a wide array of risk management techniques that can be of genuine
benefit for everyone involved with a construction project. Confer with your
ASFE-member geotechnical engineer for more information.
ASFE
The Best People on Earth
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone:' 301/565-2733 Facsimile: 301/589-2017
e-mail: [e-mail] www.asfe.org
Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific
written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes
of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm,
individual, or other entity that so uses this document without being anASFEmember could be committing negligent or intentional (fraudulent) misrepresentation.
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