SW3201201_Report (Geotech)_20201208

ECS Southeast, LLP
Report of Subsurface Exploration
Union County Sheriff Expansion
Monroe, Union County, North Carolina

ECS Project Number 08:14031

March 11, 2020

Tufqifo!K/!Hfjhfs-!
Q/F/!.!Opsui!Dbspmjob!
3131/14/22!23;46;2:!
.15(11(

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page i
TABLE OF CONTENTS

EXECUTIVE SUMMARY ............................................................................................................. 1
1.0 INTRODUCTION .................................................................................................................. 2
1.1 GENERAL ................................................................................................................................. 2
1.2 SCOPE OF SERVICES ................................................................................................................ 2
2.0 PROJECT INFORMATION ..................................................................................................... 3
2.1 PROJECT LOCATION ................................................................................................................ 3
2.2 PAST SITE HISTORY/USES AND CURRENT SITE CONDITIONS ................................................. 3
2.3 PROPOSED CONSTRUCTION ................................................................................................... 3
3.0 FIELD EXPLORATION ........................................................................................................... 4
3.1 FIELD EXPLORATION PROGRAM ............................................................................................. 4
3.2 REGIONAL/SITE GEOLOGY ...................................................................................................... 4
3.3 SUBSURFACE CHARACTERIZATION ......................................................................................... 5
3.4 GROUNDWATER OBSERVATIONS ........................................................................................... 5
4.0 LABORATORY SERVICES ...................................................................................................... 6
4.1 LABORATORY TESTING ........................................................................................................... 6
5.0 DESIGN RECOMMENDATIONS ............................................................................................. 7
5.1 BUILDING DESIGN ................................................................................................................... 7
5.1.1 Foundations .................................................................................................................. 7
5.1.2 Floor Slabs ..................................................................................................................... 7
5.1.3 Seismic Design Considerations ..................................................................................... 8
5.2 SITE DESIGN CONSIDERATIONS .............................................................................................. 9
5.2.1 Cut and Fill Slopes ......................................................................................................... 9
5.2.2 Pavement Considerations ............................................................................................. 9
6.0 SITE CONSTRUCTION RECOMMENDATIONS ....................................................................... 11
6.1 SUBGRADE PREPARATION .................................................................................................... 11
6.1.1 Stripping and Grubbing ............................................................................................... 11
6.1.2 Proofrolling ................................................................................................................. 11
6.1.3 Subgrade Stabilization ................................................................................................ 11
6.2 EARTHWORK OPERATIONS .................................................................................................. 11
6.2.1 Moisture Sensitive Soils .............................................................................................. 11
6.2.2 Below Grade Excavation ............................................................................................. 12
6.2.3 Lower-Consistency/Weak Soils ................................................................................... 13
6.2.4 Structural Fill Materials............................................................................................... 13
6.2.5 Compaction ................................................................................................................. 13
6.3 FOUNDATIONS ..................................................................................................................... 15
6.4 UTILITY INSTALLATIONS ....................................................................................................... 15
6.5 GENERAL CONSTRUCTION CONSIDERATIONS ...................................................................... 16
7.0 CLOSING ........................................................................................................................... 17

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page ii

APPENDICES

Appendix A Drawings & Reports
Site Location Diagram
Boring Location Diagram
Boring Log Summary Profiles A & B

Appendix B Field Operations
Reference Notes for Boring Logs
Boring Logs B-1 through B-15

Appendix C Laboratory Testing
Laboratory Testing Summary

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 1
EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering evaluation
for the proposed expansion located at 3344 Presson Road in Monroe, Union
County, North Carolina. Based on our review of the provided site plan, we understand that the site
will include the construction of a new 61,000 Square Feet (SF) facility with associated parking/drive
areas.
The subsurface conditions disclosed by the borings generally consisted of surficial materials,
consisting of topsoil underlain by residual soils and Partially Weathered Rock (PWR) to the explored
depths of the borings.
o Surficial organic laden topsoil was encountered at each boring location with an
approximate thickness ranging from 1 to 3 inches.
o Residual soils typically consist of Elastic SILT (MH), Fat CLAY (CH), Sandy CLAY (CL), Silty
SAND (SM), and Sandy SILT (ML) and extend to depths ranging from approximately 5 to
25 feet below existing grades.
o Partially Weathered Rock (PWR) was encountered at each boring location at depths
ranging from approximately 3 to 24 feet below existing grade. Auger refusal materials
were encountered at boring locations B-1, B-3, and B-6 at depths ranging from
approximately 18.7 to 19.7 feet below existing grades.
Depending upon the actual project grading requirements, difficult excavation may be
encountered during construction. ECS recommends an additional subsurface exploration that
includes test pit observations to further evaluate the rippability of the subgrade materials,
particular within cut areas, if planned.
Moisture sensitive (MH and CH) soils were encountered at Borings B-1, B-3, B-4, B-6, B-7, B-9
through B-12, and B-14 and extended to depths ranging from approximately 3 to 8 feet below
existing grades. MH soils with Plasticity Index (PI) greater than 30 and CH soils should not be
used for direct support of project slabs-on-grade, foundations, or pavements. The on-site
moisture sensitive soils are considered unsuitable to marginally suitable for direct support of
structures, slabs, and pavements. Expansion index testing on the onsite MH and CH soils to
further evaluate the shrink/swell potential of these soils is recommended.
Based on the results of the subsurface exploration, the proposed structure can be supported on
conventional shallow foundations bearing on low plasticity residual soils or new Structural Fill.
An allowable bearing pressure of 2,500 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 90 pounds per cubic inch (pci).
C
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 shou
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.

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 2
1.0 INTRODUCTION
1.1 GENERAL
The purpose of this exploration was to explore the general subsurface conditions at the site and to
evaluate those conditions with regard to foundation and slab support, along with general site
development. Based on our review of the provided site plan, we understand that the site will
include the construction of a new 61,000 Square Feet (SF) facility with associated paved
parking/drive areas located at 3344 Presson Road in Monroe, Union County, North Carolina.

The recommendations developed for this report are based on project information provided by the
Client. This report contains the results of our subsurface exploration, site characterization, and
engineering analyses for the proposed construction.

1.2 SCOPE OF SERVICES
As requested, ECS performed fifteen (15) soil test borings at locations across the site. A laboratory-
testing program was also implemented to help characterize the physical and engineering properties
of the subsurface soils.

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.
Measurement of the surface materials at each boring location and notation of this information
on the boring logs and in the text of the report.
Recommendations regarding foundation options for the structure and settlement potential.
Recommendations regarding slab-on-grade construction and design.
Seismic site class based on the average N-method.
Geotechnical recommendations with regard to pavement support.
Evaluation of the on-site soil characteristics encountered in the soil borings with regards reuse
as Structural Fill to support ground slabs and pavements.
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.

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 3
2.0 PROJECT INFORMATION
2.1 PROJECT LOCATION
The project site is at 3344 Presson Road in Monroe, Union County, North Carolina, as shown in
figure 2.1.1 below, and included in Appendix A.

Figure 2.1.1 Site Location

2.2 PAST SITE HISTORY/USES AND CURRENT SITE CONDITIONS
Based on our review of Google Earth historical imagery, mass grading for the existing construction
appears to have started in 1993 and has remained developed since that time. The previous use
discussion is not considered a comprehensive or in-depth review of the site history, rather a quick
overview of available aerial imagery.

2.3 PROPOSED CONSTRUCTION
Based on our review of the provided site plan, we understand that the site will include the
construction of a new 61,000 SF facility with paved associated parking/drive areas. Final grading
information was not provided.

The following information explains our understanding of the structure and their loads:

Table 2.3.1 Design Assumptions
SUBJECT DESIGN INFORMATION / ASSUMPTIONS
# of Stories Single story
Usage Sheriff Office Facility
Framing Wood or steel
Column Loads 100 kips (maximum)
Wall Loads 4 kips per linear foot

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 4
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 fifteen (15) soil test borings across the site. A
track-mounted SIMCO 2400 drill rig was utilized to drill the soil test borings. Borings were generally
advanced to a depths ranging from approximately 9 to 25 feet below the current ground surface.

Boring locations were identified in the field by ECS personnel using handheld GPS technology 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 interpolated from Client provided topographic information
and should be considered approximate.

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.

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 5
3.3 SUBSURFACE CHARACTERIZATION
The following sections provide generalized characterizations of the soil 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 Ranges of
(1)
Depth Range Stratum Description SPT N-values
(ft) (bpf)
Varying amounts of surficial topsoil were
0.1 to 0.3 N/A reported by the driller at each boring N/A
(2)
location.
RESIDUAL Elastic SILT (MH), Fat CLAY (CH),
3 to 25 I Sandy CLAY (CL), Silty SAND (SM), and Sandy 3 to 88
SILT (ML).
PARTIALLY WEATHERED ROCK sampled as
II
3 to 24 100+
(3)(4)
Silty SAND (SM) and Sandy SILT (ML).
Notes: (1) Standard Penetration Test
( removal
takeoffs.
(3) Partially Weathered Rock (PWR) was encountered at each boring location at varying depths.
(4) PWR is defined as residual material exhibiting SPT N-values greater than 100 bpf.

3.4 GROUNDWATER OBSERVATIONS
Groundwater measurements were attempted at the termination of drilling at the time of our
exploration. Groundwater was not encountered within the borings at the time of drilling within the
explored depth of the boring. Borehole cave-in depths were measured at each boring location at
depths ranging from approximately 6.1 to 21.4 feet below the existing ground surface. Cave-in of a
soil test boring can be caused by groundwater hydrostatic pressure, weak soil layers, and/or drilling
activities.

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.

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 6
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 (USCS) and to quantify and
correlate engineering properties.

A geotechnical staff professional visually classified each soil sample from the test borings on the
basis of texture and plasticity in accordance with the USCS and ASTM D2488 (Description and
Identification of Soils-Visual/Manual Procedures). After classification, the staff professional then
grouped the various soil types into the major zones noted on the boring logs in Appendix B. The
group symbols for each soil type are indicated in parentheses following the soil descriptions on the
boring logs. The stratification lines designating the interfaces between earth materials on the
boring logs are approximate; in situ, the transitions may be gradual.

4.1 LABORATORY TESTING
In addition to visual classification, ECS performed four (4) natural moisture content tests and two (2)
Atterberg limits tests on selected soil samples obtained from within the borings. The natural
moisture content was obtained in general accordance with ASTM D2216. Atterberg limits tests
were performed to determine the liquid and plastic limits of the sample in general accordance with
ASTM D4318. The results of the laboratory testing are presented on the respective Boring Logs in
Appendix B and are summarized in Appendix C.

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 7
5.0 DESIGN RECOMMENDATIONS
5.1 BUILDING DESIGN
The following sections provide recommendations for foundation design, soil supported slabs, 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. The design of the foundation shall utilize
the following parameters:

Table 5.1.1.1 Foundation Design
Design Parameter Column Footing Wall Footing
(1)
Net Allowable Bearing Pressure 2,500 psf
Low Plasticity Residual Soils
(2)
Acceptable Bearing Soil MaterialOr
Newly-Placed Structural Fill
Minimum Width 24 inches 18 inches
Minimum Footing Embedment Depth
18 inches 18 inches
(below slab or finished grade)
Estimated Total Settlement 1 inch or less 1 inch or less
½ inch or less between ½ inch or less over 50
Estimated Differential Settlement
columns feet
(1) Net allowable bearing pressure is the applied pressure in excess of the

surrounding overburden soils above the base of the foundation.
Provided the recommendations outlined herein are implemented, the proposed structures can be
supported on shallow foundations bearing on low plasticity residual soils or approved Structural Fill.

Bearing pressures in excess of the recommended design value are available where PWR is
encountered at or near the final foundation bearing elevation. However, the risk of intolerable total
and differential settlement would be increased for higher bearing pressures as the result of variable
subsurface (e.g. abrupt transitions form soil to PWR) condition throughout the planned building
area.

MH soils (with a PI > 30) and CH soils should not be used for direct support of foundations and floor
slabs. If unsuitable soils such as high plasticity soils (MH soils with a Plasticity Index greater than 30
and CH soils) are observed at the footing bearing elevations at the time of construction, the
unsuitable soils should be undercut and removed a minimum of 2 feet below bottom of footing.
1,000 psi at 28 days), Structural Fill, or
compacted crushed aggregate up to the original design bottom of footing elevation.

5.1.2 Floor Slabs
On-site low plasticity residual soils and newly-placed Structural Fill 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. Depending on the design subgrade

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 8
elevations, there may be areas of high plasticity, soft, or yielding soils that should be removed and
replaced with compacted Structural Fill in accordance with the recommendations included in this
report.

The following graphic depicts our soil-supported slab recommendations:

Vapor Barrier
Concrete Slab

Granular Capillary Break/Drainage Layer

Compacted Subgrade

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, k of 90 pci (lbs/cu. inch). The modulus of subgrade reaction value is based on a 1 foot by
1
1 foot 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.

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 (v) method; the undrained shear strength (s) method; and
su
the Standard Penetration Resistance (SPT N-value) method. The SPT N-value method was used in
classifying this site. Based on the SPT N-values obtained within the drilled depth of borings, a
seismic Site C C appropriate for this project͵

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
Not Applicable
A Hard Rock
Not Applicable
B Rock
N-bar > 50
C Very dense soil and soft rock
-
D Stiff Soil Profile
N-bar < 15
E Soft Soil Profile

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 9
5.2 SITE DESIGN CONSIDERATIONS
5.2.1 Cut and Fill Slopes
ECS does not anticipate cut or fill slopes greater than 5 feet in height. We recommend that
permanent cut slopes with less than 5 feet crest height through undisturbed residual soils be
constructed at 2:1 (horizontal: vertical) or flatter. Permanent fill slopes less than 5 feet tall may be
constructed using Structural 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 appropriate means to prevent erosion.

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 ½ 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 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 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
Undisturbed low-plasticity residual soils or newly placed Structural Fill can provide adequate
support for pavement structures and walkways designed for appropriate subgrade strength and
traffic characteristics. ECS does not recommend supporting pavements on the existing high plasticity
soils. The existing high plasticity soils should be removed to a depth of 2 feet from below pavement
areas and replaced with compacted Structural Fill. The Owner may consider supporting pavements
on the high plasticity soils provided the risks associated with poor pavement performance and
increased maintenance are acceptable. Undercutting of high plasticity (MH with a PI>30 and CH)
soils should be anticipated. Based on the soil types encountered in the soil test borings, we
recommend a CBR value of 4 be used in design of the project pavements. For the design and
construction of pavements, the subgrades should be prepared in accordance with the
recommendations in of this report.

We emphasize that good base course drainage is essential for successful pavement performance.
Water buildup in the base course may result in premature pavement failures. The subgrade and
pavement should be graded to provide positive 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.

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.

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 10
At locations where delivery trucks 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. When the traffic volumes, wheel loading conditions, and service life have
been determined by the Client, ECS can perform pavement design recommendations for flexible and
rigid pavements for an additional fee.

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 11
6.0 SITE CONSTRUCTION RECOMMENDATIONS
6.1 SUBGRADE PREPARATION
6.1.1 Stripping and Grubbing
The subgrade preparation should consist of stripping vegetation, rootmat, topsoil, remnants of
previous construction, and 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. ECS should be
called on to observe 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 unsuitable surface materials, cutting to the proposed grade, and prior to the
placement of Structural Fill or other construction materials, the exposed subgrade should be
examined by ECS. The exposed subgrade should be thoroughly proofrolled with appropriate
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 ECS. This
procedure is intended to assist in identifying any localized yielding materials. In the event that
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 ECS to determine the appropriate procedure with regard to
the conditions causing the instability. Test Pits may be excavated to explore the shallow subsurface
materials in the area of the instability to help determine the cause of the observed unstable
materials and to assist in the evaluation of the appropriate remedial action.

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. 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 of the site, undercutting of unsuitable 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 biaxial geogrids. The suitability and employment of reinforcing or
stabilization products should be determined in the field by ECS personnel, in accordance with
project specifications.

6.2 EARTHWORK OPERATIONS
6.2.1 Moisture Sensitive Soils
Cut Areas: Moisture sensitive soils encountered at the site are those soil materials classified as
Elastic SILT (MH) and Fat CLAY (CH). Moisture sensitive (MH with a PI>30 and CH) soils were
encountered in Borings B-1, B-3, B-4, B-6, B-7, B-9 through B-12, and B-14 and extended to depths
ranging from approximately 3 to 8 feet below existing grades.

MH soils with Plasticity Index (PI) greater than 30 and CH soils should not be used for direct support
of project slabs-on-grade, foundations, 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

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 12
plasticity Structural Fill to a minimum depth of 2 feet below subgrade elevations in slab, foundation,
and pavement areas. Based on the limited laboratory testing performed, the on-site moisture
sensitive soils are considered unsuitable to marginally suitable for direct support of structures,
slabs, and pavements. Expansion index testing on the onsite MH and CH soils to further evaluate the
shrink/swell potential of these soils may be warranted depending on the design subgrade
elevations. Alternatively, cement or lime stabilization could be considered for moisture sensitive soils
in lieu of undercutting.

Fill Areas: High plasticity soils do not satisfy the specification criteria for satisfactory Structural Fill
materials. Given the 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 2 feet below
pavement subgrades outside the expanded building limits or within non-structural areas.

6.2.2 Below Grade Excavation
Partially Weathered Rock (PWR) materials were encountered at each boring location at depths
ranging from approximately 3 to 24 feet below existing grade. Based on the results of the soil test
borings, it appears that difficult excavation will be encountered during construction. Depending on
the foundation elevations, and planned utility depths, difficult excavation into PWR and or auger
refusal materials may be encountered. PWR and Auger Refusal depths should be taken into
consideration by the site civil designer when developing foundation, storm drainage, and utility
plans. ECS recommends an additional subsurface exploration that includes test pit observations to
further evaluate the excavation characteristics of the subgrade materials within cut areas.

In mass excavation for general site work, dense soils and PWR can usually be removed by ripping
with a single-tooth ripper attached to a large crawler tractor or by breaking it out with large front-
end loader. In confined excavations such as foundations, utility trenches, etc., removal of PWR may
require use of heavy duty backhoes, pneumatic spades, or blasting.

As a general guide, we recommend the following definitions be used to define rock:

General Excavation

Rip Rock: Material that cannot be removed by scrapers, loaders, pans, dozers, or graders;
and requires the use of a single-tooth ripper mounted on a crawler tractor having a
minimum draw bar pull rated at not less than 56,000 pounds.

Blast Rock: Material which cannot be excavated with a single-tooth ripper mounted on a
crawler tractor having a minimum draw bar pull rated at not less than 56,000 pounds
(Caterpillar D-8 or equivalent) or by a Caterpillar 977 frontend loader or equivalent; and
occupying an original volume of at least one (1) cubic yard.

Trench Excavation

Blast Rock: Material which cannot be excavated with a backhoe having a bucket curling
force rated at not less than 25,700 pounds (Caterpillar Model 225 or equivalent), and
occupying an original volume of at least one-half (1/2) cubic yard.

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 13

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 Lower-Consistency/Weak Soils
Lower-consistency weak soils (N-Values of 6 or less) were encountered at Borings B-1, B-4, and B-6,
B-7, B-11, B-14, and B-15. Depending on final site grades and building pad elevations, undercutting
and re-compaction/reworking of soils in these areas should be anticipated to properly prepare
subgrade soils prior to Structural Fill placement and/or direct support of new construction.

6.2.4 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, 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 do not satisfy the
requirements for suitable materials, as well as topsoil and organic materials (OH, OL), elastic Silt
(MH), 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 2 feet below
pavement subgrades outside the expanded building limits and within non-structural areas.

6.2.5 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 -
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

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 14
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. Filling
operations should be observed on a full-time basis by ECS to determine that the minimum
compaction requirements are being achieved.

Table 6.2.5.1 Frequency of Compaction Tests in Fill Areas
Location Frequency of Tests
Building Areas 1 test per 5,000 sq. ft. per lift
Pavement Areas 1 test per 10,000 sq. ft. per lift
Utility Trenches 1 test per 200 linear 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 ideally 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 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, fill areas should be graded to facilitate drainage of 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.

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,

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 15
portable compaction equipment and thin lifts of 4 inches or less 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 FOUNDATIONS
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 2 to
3-
placement of reinforcing steel.

Footing Subgrade Observations: With the exception of high plasticity soils (Elastic SILT (MH) with a
PI>30 and Fat CLAY (CH)), the soils at the foundation bearing elevation are anticipated to be suitable
for support of the proposed structure. It will be important to have ECS observe the foundation
subgrade prior to placing foundation concrete, to observe the bearing soils are what was
anticipated. If soft or unsuitable soils are observed at the footing bearing elevations at the time of
footing construction, the unsuitable soils should be undercut and replaced. Undercut footing areas
1,000 psi at 28 days) Structural Fill, or compacted
c
crushed aggregate up to the original design bottom of footing elevation.

Depending upon the final site grades, it is possible that the foundation subgrades may include
natural residual soil, Structural Fill, and PWR. Particular attention should be paid to areas where
PWR is exposed at the foundation bearing elevation. If the PWR cannot be excavated to achieve a
relatively uniform bearing surface, localized over-excavation on the order of 6 inches and backfilling
with properly compacted Structural Fill will be necessary.

6.4 UTILITY INSTALLATIONS
Utility Subgrades: The soils encountered in our exploration with the exception of the existing
undocumented fill 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. 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. If PWR or rock is encountered above the invert elevation during utility excavation, over-
excavation of up to 6 inches below the pipe invert to reduce the effects of point loading on the
utilities may be recommended.

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

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 16
report. Compacted backfill should be free of topsoil, roots, ice, or other material designated by ECS
as unsuitable. The backfill should be moisture conditioned, placed, and compacted in accordance
with the recommendations of this report.

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
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,
provided it meets project specifications and is free of soil contamination.

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 reduce infiltration of surface
water.

Excavation Safety: 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 C
soil exposed in the excavations as part of the Ccedures. 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 C
inferred.

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. Erosion and sedimentation controls should be in accordance with sound engineering practices
and local requirements.

Union County Sheriff Expansion March 11, 2020
ECS Project No. 08:14031 Page 17
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 so that we can review the changed
conditions and provide additional or alternate recommendations as may be required to reflect the
proposed construction.

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 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 Location Diagram

Boring Location Diagram
Boring Log Summary Profiles A & B

Service Layer Credits: Esri, HERE, Garmin, (c) OpenStreetMap contributors
²
Site Location
01,0002,000
Feet
ENGINEER
CJC2
Site Location Diagram
SCALE
1 " = 1000 '
UNION COUNTY SHERIFF EXPANSION
PROJECT NO.
08:14031
3344 PRESSON RD, MONROE, NORTH CAROLINA
1
DATE
CREECH & ASSOCIATES
3//2020

Service Layer Credits: Esri, HERE, Garmin, (c) OpenStreetMap contributors
²
B-12
B-14
B-1
B-13
B-3
B-4
B-2
B-7
B-5
B-6
B-10
B-9
B-8
B-11
B-15
Legend
0150300
Approximate boring locations -
Feet
ENGINEER
CJC2
Boring Location Diagram
SCALE
1 " = 150 '
UNION COUNTY SHERIFF EXPANSION
PROJECT NO.
08:14031
3344 PRESSON RD, MONROE, NORTH CAROLINA
2
DATE
CREECH & ASSOCIATES
3//2020

550550
B-1B-2B-3
B-4
B-5B-6B-7B-8
MLMH
6167
MHML
MH
5
545545
MH
MHML
146322
15100+21
ML
41
PWRML
6024100+100+
PWR
100+100+27
CL
5
540540
1911100+100+
PWR
8831100+
PWRPWR
ML
100+
2212100+100+
ML
45
ML
ML
Elevation in Feet
535535
PWR
100+18100+
100+
PWR
Elevation in Feet
PWR
100+13599
MLML
530530
100+
39100+
PWR
AUGER REFUSAL PWR
78
@ 19'
AUGER REFUSAL
100+
@ 19.7'
100+1653
SM
AUGER REFUSAL
SM
@ 18.7'
525525
36
PWR
56
100+100+100+
END OF BORING
@ 25'
END OF BORINGEND OF BORING
END OF BORINGEND OF BORING
@ 23.7'@ 23.7'
@ 25'@ 24'
520520
BORING LOG SUMMARY PROFILE
NOTES:
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION.
Union County Sheriff ExpansionUnion County Sheriff Expansion
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586).
Creech & Associates
3344 Presson Road, Monroe, Union County, North Carolina
PROJECT NO.:14031DATE:3//2020VERTICAL SCALE:1"=5'VERTICAL SCALE:1"=5'

558558
B-12B-13
ML
MH
B-14
828
552552
5
2472
CH
8
B-9B-11
2345
B-10
546546
ML
85
PWR
ML
100+
29
MHMH
106
PWR
CH
13100+
END OF BORING
END OF BORING
@ 9.9'
@ 10'
END OF BORING
PWRML
100+31
@ 9'
MH
31
Elevation in Feet
540540
PWR
B-15
52100+
ML
36
7885
Elevation in Feet
ML
4
ML
100+
534534
30
ML
53100+
100+
100+
PWR
PWR
100+
PWR
528528
END OF BORING
@ 9.4'
41100+
100+
PWR
CL
522522
100+
8
100+
END OF BORINGEND OF BORING
END OF BORING
@ 24.8'@ 23.8'
@ 25'
BORING LOG SUMMARY PROFILE
NOTES:
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION.
Union County Sheriff ExpansionUnion County Sheriff Expansion
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586).
Creech & Associates
3344 Presson Road, Monroe, Union County, North Carolina
PROJECT NO.:14031DATE:3/10/2020VERTICAL SCALE:1"=6'VERTICAL SCALE:1"=6'

APPENDIX B Field Operations

Reference Notes for Boring Logs
Boring Logs B-1 through B-15

!
SFGFSFODF!OPUFT!GPS!CPSJOH!MPHT!
!
2-3
ESJMMJOH!TBNQMJOH!TZNCPMT!'!BCCSFWJBUJPOT
NBUFSJBM!
!
TT!Tqmju!Tqppo!Tbnqmfs!QN!Qsfttvsfnfufs!Uftu!
BTQIBMU!
!
TU!Tifmcz!Uvcf!Tbnqmfs!SE!Spdl!Cju!Esjmmjoh!
XT!Xbti!Tbnqmf!SD!Spdl!Dpsf-!OY-!CY-!BY!
!
DPODSFUF!
!
CT!Cvml!Tbnqmf!pg!Dvuujoht!SFD!Spdl!Tbnqmf!Sfdpwfsz!&!
!
QB!Qpxfs!Bvhfs!)op!tbnqmf*!SRE!Spdl!Rvbmjuz!Eftjhobujpo!&!
HSBWFM!!
ITB!Ipmmpx!Tufn!Bvhfs!!!
!
UPQTPJM!
!
QBSUJDMF!TJ\[F!JEFOUJGJDBUJPO!
WPJE!
E FTJHOBUJPO!Q BSUJDMF!T J\[FT!
!
!
Cpvmefst!!23!jodift!)411!nn*!ps!mbshfs!
!
CSJDL!
Dpccmft!!4!jodift!up!23!!jodift!)86!nn!up!411!nn*!
!
Hsbwfm;!!!!!Dpbstf!!¿!jodi!up!4!jodift!)2:!nn!up!86!nn*!
BHHSFHBUF!CBTF!DPVSTF!
!!!!!!!!!!!!!!!!!Gjof!!5/86!nn!up!2:!nn!)Op/!5!tjfwf!up!¿!jodi*!
!
Tboe;!!!!!!!Dpbstf!!3/11!nn!up!5/86!nn!)Op/!21!up!Op/!5!tjfwf*!
4
GJMM!!!!NBO.QMBDFE!TPJMT!
!
!!!!!!!!!!!!!!!!!Nfejvn!!1/536!nn!up!3/11!nn!)Op/!51!up!Op/!21!tjfwf*!
HX!XFMM.HSBEFE!HSBWFM!
!!!!!!!!!!!!!!!!!Gjof!!1/185!nn!up!1/536!nn!)Op/!311!up!Op/!51!tjfwf*!
!
hsbwfm.tboe!njyuvsft-!mjuumf!ps!op!gjoft!
Tjmu!'!Dmbz!)”Gjoft•*!!=1/185!nn!)tnbmmfs!uibo!b!Op/!311!tjfwf*!
HQ!QPPSMZ.HSBEFE!HSBWFM!
!
hsbwfm.tboe!njyuvsft-!mjuumf!ps!op!gjoft!
DPIFTJWF!TJMUT!'!DMBZT!!
GJOF!
DPBSTF!
!
HN!TJMUZ!HSBWFM!
HSBJOFE!
HSBJOFE!
SFMBUJWF!
hsbwfm.tboe.tjmu!njyuvsft!
V ODPOGJOFE!
8
9
9
68
BNPVOU!
)&*!
)&*!
TQU!D POTJTUFODZ!
D PNQSFTTJWF!
HD!DMBZFZ!HSBWFM!
5
hsbwfm.tboe.dmbz!njyuvsft!
)CQG*!)DPIFTJWF*!
T USFOHUI-!R!
Q
Usbdf!=6!=6!
=4!Wfsz!Tpgu!
TX!XFMM.HSBEFE!TBOE!
=1/36!
Evbm!Tzncpm!21!21!
hsbwfmmz!tboe-!mjuumf!ps!op!gjoft!
4!.!5!Tpgu!
1/36!.!=1/61!
)fy;!TX.TN*!
TQ!QPPSMZ.HSBEFE!TBOE!
6!.!9!Gjsn!
1/61!.!=2/11!
Xjui!26!.!31!26!.!36!
hsbwfmmz!tboe-!mjuumf!ps!op!gjoft!
:!.!26!Tujgg!
2/11!.!=3/11!
Bekfdujwf!?36!?41!
TN!TJMUZ!TBOE!
)fy;!”Tjmuz•*!
27!.!41!Wfsz!Tujgg!
3/11!.!=5/11!
tboe.tjmu!njyuvsft!
42!.!61!Ibse!
5/11!.!9/11!
TD!DMBZFZ!TBOE!
?61!Wfsz!Ibse!
7
?9/11!
tboe.dmbz!njyuvsft!
XBUFS!MFWFMT!
!
XM!Xbufs!Mfwfm!)XT*)XE*!
NM!TJMU!!!
!
opo.qmbtujd!up!nfejvn!qmbtujdjuz!
HSBWFMT-!TBOET!'!OPO.DPIFTJWF!TJMUT
!)XT*!Xijmf!Tbnqmjoh!
!
6
!
NI!FMBTUJD!TJMU!!
TQU
!)XE*!Xijmf!Esjmmjoh!
E FOTJUZ
!
ijhi!qmbtujdjuz!
TIX!Tfbtpobm!Ijhi!XU!
!
=6!Wfsz!Mpptf!
DM!MFBO!DMBZ!!!
BDS!Bgufs!Dbtjoh!Sfnpwbm!
!
6!.!21!Mpptf!
mpx!up!nfejvn!qmbtujdjuz!
TXU!Tubcjmj{fe!Xbufs!Ubcmf!
!
22!.!41!Nfejvn!Efotf!
DI!GBU!DMBZ!
EDJ!Esz!Dbwf.Jo!
ijhi!qmbtujdjuz!
!
42!.!61!Efotf!
XDJ!Xfu!Dbwf.Jo!
?61!Wfsz!Efotf!
!
PM!PSHBOJD!TJMU!ps!DMBZ!!
opo.qmbtujd!up!mpx!qmbtujdjuz!
PIPSHBOJD!TJMU!ps!DMBZ
ijhi!qmbtujdjuz!
QU!QFBU!!
ijhimz!pshbojd!tpjmt!
!
!
2
Dmbttjgjdbujpot!boe!tzncpmt!qfs!BTUN!E!3599.1:!)Wjtvbm.Nbovbm!Qspdfevsf*!vomftt!opufe!puifsxjtf/!
3
Up!cf!dpotjtufou!xjui!hfofsbm!qsbdujdf-!”QPPSMZ!HSBEFE•!ibt!cffo!sfnpwfe!gspn!HQ-!HQ.HN-!HQ.HD-!TQ-!TQ.TN-!TQ.TD!tpjm!uzqft!po!uif!cpsjoh!mpht/!
4
Opo.BTUN!eftjhobujpot!bsf!jodmvefe!jo!tpjm!eftdsjqujpot!boe!tzncpmt!bmpoh!xjui!BTUN!tzncpm!\\Fy;!)TN.GJMM*^/!
5
Uzqjdbmmz!ftujnbufe!wjb!qpdlfu!qfofuspnfufs!ps!Upswbof!tifbs!uftu!boe!fyqsfttfe!jo!upot!qfs!trvbsf!gppu!)utg*/!
6
Tuboebse!Qfofusbujpo!Uftu!)TQU*!sfgfst!up!uif!ovncfs!pg!ibnnfs!cmpxt!)cmpx!dpvou*!pg!b!251!mc/!ibnnfs!gbmmjoh!41!jodift!po!b!3!jodi!PE!tqmju!tqppo!tbnqmfs!!
sfrvjsfe!up!esjwf!uif!tbnqmfs!23!jodift!)BTUN!E!2697*/!!”O.wbmvf•!jt!bopuifs!ufsn!gps!”cmpx!dpvou•!boe!jt!fyqsfttfe!jo!cmpxt!qfs!gppu!)cqg*/!!
7
Uif!xbufs!mfwfmt!bsf!uiptf!mfwfmt!bduvbmmz!nfbtvsfe!jo!uif!cpsfipmf!bu!uif!ujnft!joejdbufe!cz!uif!tzncpm/!!Uif!nfbtvsfnfout!bsf!sfmbujwfmz!sfmjbcmf!
!xifo!bvhfsjoh-!xjuipvu!beejoh!gmvjet-!jo!hsbovmbs!tpjmt/!!Jo!dmbz!boe!dpiftjwf!tjmut-!uif!efufsnjobujpo!pg!xbufs!mfwfmt!nbz!sfrvjsf!tfwfsbm!ebzt!gps!uif
!xbufs!mfwfm!up!tubcjmj{f/!!Jo!tvdi!dbtft-!beejujpobm!nfuipet!pg!nfbtvsfnfou!bsf!hfofsbmmz!fnqmpzfe/!
8
Njops!efwjbujpo!gspn!BTUN!E!3599.1:!Opuf!27/!
9!
Qfsdfoubhft!bsf!ftujnbufe!up!uif!ofbsftu!6&!qfs!BTUN!E!3599.1:/
!!!Sfgfsfodf!Opuft!gps!Cpsjoh!Mpht!)14.33.3128*!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!ª!3128!FDT!Dpsqpsbuf!Tfswjdft-
!MMD/!!Bmm!Sjhiut!Sftfswfe!

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-11 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
548
BLOWS/FT
1020304050+
0
Topsoil Thickness 3.0"
(MH RESIDUAL) ELASTIC SILT, reddish brown
2
to light brown and red, moist, firm to stiff
2
S-1SS18186
4
545
4
6
S-2SS181815
9
5
(PWR) PARTIALLY WEATHERED ROCK
100+
25
SAMPLED AS SANDY SILT, light brown
50/5
S-3SS1816
540
(ML) SANDY SILT, light brown, moist, very hard
35
38
S-4SS181688
50
10
(PWR) PARTIALLY WEATHERD ROCK
535
SAMPLED AS SILTY FINE TOMEDIUM SAND,
grayish brown
50/6
S-5SS185100+
15
530
50/6
S-6SS185100+
AUGER REFUSAL @ 19.0'
20
525
25
520
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/22/202016.2
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/22/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-21 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
548
BLOWS/FT
1020304050+
0
Topsoil Thickness 2.0"
(ML RESIDUAL) SANDY SILT, reddish brown
5
to light brown, moist, very stiff
7
S-1SS1818
9
16
545
(PWR) PARTIALLY WEATHERED ROCK
100+
35
SAMPLED AS SANDY SILT, light brown to
50/5
S-2SS1812
grayish brown
5
43
50/4
S-3SS1810100+
540
(ML) SANDY SILT, grayish brown to light
31
21
brown, moist, hard to very stiff
16
S-4SS1810
15
10
535
6
8
S-5SS181818
10
15
(ML) SANDY SILT, light brown to grayish
530
brown, moist, hard
13
19
S-6SS181839
20
20
525
7
6
S-7SS181836
30
25
END OF BORING @ 25.0'
520
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/22/202021.1
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/22/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-31 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
548
BLOWS/FT
1020304050+
0
Topsoil Thickness 2.0"
(MH RESIDUAL) ELASTIC SILT, reddish
2
brown, moist, firm
3
S-1SS18187
4
545
(ML) SANDY SILT, reddish brown, moist, very
5
stiff
7
S-2SS1818
14
21
5
9
14
S-3SS1818
13
27
540
(PWR) PARTIALLY WEATHERED ROCK
100+
50/6
SAMPLED AS SANDY SILT, light brown
S-4SS186
10
(ML) SANDY SILT, grayish brown, moist, hard
2
22
S-5SS181845
23
535
(PWR) PARTIALLY WEATHERED ROCK
50/5
SAMPLED AS SANDY SILT, grayish brown
S-6SS185100+
15
530
47
50/2
S-7SS185100+
20
Auger Refusal @ 19.7'
525
25
520
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/22/202015.1
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/22/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-41 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
547
BLOWS/FT
1020304050+
0
Topsoil Thickness 2.0"
(MH RESIDUAL) ELASTIC SILT, orangish
2
brown, moist, firm
2
S-1SS1818
545
3
5
(ML) SANDY SILT, light brown, moist, hard
12
18
S-2SS1818
23
41
5
(CL) LEAN CLAY, reddish brown, moist, firm
2
2
S-3SS1818
540
3
5
(PWR) PARTIALLY WEATHERED ROCK
100+
40
SAMPLED AS SILTY SAND, light brown to
50/3
S-4SS187
grayish brown
10
535
42
50/5
S-5SS1810100+
15
530
(SM) SILTY SAND, grayish brown, moist, very
dense
23
33
S-6SS181478
45
20
525
36
22
S-7SS181456
34
25
END OF BORING @ 25.0'
520
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/22/202015.4
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/22/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-51 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
546
BLOWS/FT
1020304050+
0
Topsoil Thickness 2.0"
545
(ML RESIDUAL) SANDY SILT, light brown,
7
moist, stiff
5
S-1SS1818
9
14
(ML) SANDY SILT, light brown, moist, very hard
18
20
S-2SS1818
40
60
5
(ML) SANDY SILT, reddish brown to light
540
19
8
brown, moist, very stiff
8
S-3SS1818
11
11
11
S-4SS181822
11
10
535
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, light brown to
grayish brown
7
20
S-5SS1816
50/5
100+
15
530
15
40
S-6SS1816100+
50/5
20
525
50/5
S-7SS55100+
END OF BORING @ 24.0'
25
520
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/24/202020.1
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/24/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-61 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
546
BLOWS/FT
1020304050+
0
Topsoil Thickness 2.0"
545
(MH RESIDUAL) ELASTIC SILT, reddish
2
brown, moist, firm
3
S-1SS1818
3
6
(ML) SANDY SILT, light brown, moist, very stiff
24
7
to stiff
12
S-2SS1814
12
5
540
4
5
S-3SS181411
6
3
6
S-4SS181812
6
10
535
4
5
S-5SS181813
8
15
530
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, gray
50/2
S-6SS22
AUGER REFUSAL @ 18.7'
100+
20
525
25
520
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/24/202016.2
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/24/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-71 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
546
BLOWS/FT
1020304050+
0
Topsoil Thickness 1.0"
545
(MH RESIDUAL) ELASTIC SILT, reddish
1
brown, moist, soft
2
S-1SS1818
1
3
(PWR) PARTIALLY WEATHERED ROCK
100+
26
SAMPLED AS SANDY SILT, orangish brown to
50/5
S-2SS1818
light brown
5
540
22
35
S-3SS1818100+
50/6
24
42
S-4SS1818100+
50/5
10
535
(ML) SANDY SILT, grayish brown, moist, very
hard
36
36
S-5SS181659
23
15
530
(ML) SANDY SILT, light brown, moist, very stiff
5
7
S-6SS1818
9
16
20
525
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, gray
50/2
S-7SS22
END OF BORING @ 23.7'
100+
25
520
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/24/202021.5
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/24/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-81 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
546
BLOWS/FT
1020304050+
0
Topsoil Thickness 2.0"
545
(ML RESIDUAL) SANDY SILT, grayish brown,
3
moist, very stiff
7
S-1SS1818
15
22
(PWR) PARTIALLY WEATHERED ROCK
100+
35
SAMPLED AS SANDY SILT, light brown
50/4
S-2SS1816
5
540
20
30
S-3SS1816100+
50/6
28
50/5
S-4SS1810100+
10
535
(ML) SANDY SILT, orangish brown, moist, stiff
3
3
S-5SS1818
6
9
15
530
(SM) SILTY SAND, orangish brown, moist, very
dense
53
15
23
S-6SS1816
30
20
525
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, gray
100+
50/1
S-7SS11
END OF BORING @ 23.7'
25
520
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/24/202020.0
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/24/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-91 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
546
BLOWS/FT
1020304050+
0
Topsoil Thickness 2.0"
545
(MH RESIDUAL) ELASTIC SILT, reddish
3
brown, moist, stiff
4
S-1SS1818
6
10
(PWR) PARTIALLY WEATHERED ROCK
100+
17
SAMPLED AS SANDY SILT, reddish brown
42
S-2SS1818
50/5
5
(ML) SANDY SILT, light reddish brown to
540
14
grayish brown, moist, very hard to hard
20
S-3SS181452
32
23
28
S-4SS181878
50
10
535
14
28
S-5SS181653
25
15
530
8
14
S-6SS181841
27
20
525
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, orangish brown
19
28
S-7SS1614100+
50/4
25
END OF BORING @ 24.8'
520
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/24/202021.0
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/24/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-101 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
545
BLOWS/FT
1020304050+
0545
Topsoil Thickness 1.0"
(CH RESIDUAL) FAT CLAY, reddish brown,
3
moist, stiff
4
S-1SS18181325.064
8
31
(MH) ELASTIC SILT, reddish brown, moist,
31
8
hard
12
S-2SS1818
9
5540
(ML) SANDY SILT, light reddish brown, moist,
9
hard
16
S-3SS181836
20
(PWR) PARTIALLY WEATHERED ROCK
14
SAMPLED AS SANDY SILT, light brown to
26
S-4SS1818
grayish brown
50/6
100+
10535
16
50/6
S-5SS1813100+
15530
50/3
S-6SS183100+
20525
100+
50/3
S-7SS33
END OF BORING @ 23.8'
25520
30515
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/24/202021.4
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/24/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-111 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
546
BLOWS/FT
1020304050+
0
Topsoil Thickness 2.0"
545
(MH RESIDUAL) ELASTIC SILT, reddish
2
brown, moist, firm
2
S-1SS1818
4
6
(ML) SANDY SILT, reddish brown, moist, hard
6
8
S-2SS1818
23
31
5
(PWR) PARTIALLY WEATHERED ROCK
540
26
SAMPLED AS SANDY SILT, light brown
50/4
S-3SS1810
100+
(ML) SANDY SILT, light brown, moist, very hard
23
48
S-4SS181485
37
10
535
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, light brown
50/6
S-5SS185100+
15
530
15
38
S-6SS1816100+
50/4
20
525
(CL) LEAN CLAY, light brown, moist, firm
7
3
S-7SS1814
5
8
25
END OF BORING @ 25.0'
520
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/24/202021.8
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/24/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-121 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
554
BLOWS/FT
1020304050+
0
Topsoil Thickness 4.0"
(MH RESIDUAL) ELASTIC SILT, reddish
3
brown, moist, firm
3
S-1SS181819.8
5
8
(MH) ELASTIC SILT, reddish brown, moist,
24
6
550
very stiff
10
S-2SS1818
14
5
6
9
S-3SS181823
14
(ML) SANDY SILT, reddish brown, moist, very
5
hard 545
9
S-4SS1818
20
29
10
END OF BORING @ 10.0'
540
15
535
20
530
25
525
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/24/20208.0
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/24/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-131 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
554
BLOWS/FT
1020304050+
0
Topsoil Thickness 2.0"
(ML RESIDUAL) SANDY SILT, light brown,
9
moist, very stiff
13
S-1SS181828
15
(ML) SANDY SILT, light brown, moist, very
72
8
550
hard to hard
22
S-2SS1818
50
5
13
20
S-3SS181845
25
(PWR) PARTIALLY WEATHERED ROCK
13
SAMPLED AS SANDY SILT, grayish brown 545
25
S-4SS1717
50/5
100+
10
END OF BORING @ 9.9'
540
15
535
20
530
25
525
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/24/20207.0
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/24/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-141 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
552
BLOWS/FT
1020304050+
0
Topsoil Thickness 2.0"
(CH RESIDUAL) FAT CLAY, reddish brown,
2
moist, firm
2
S-1SS181852168
550
3
35.2
3
3
S-2SS18188
5
5
(ML) SANDY SILT, light reddish brown, moist,
85
5
very hard
35
S-3SS1816
545
50
(PWR) PARTIALLY WEATHERED ROCK
50/6
S-4SS66
SAMPLED AS SANDY SILT, grayish brown
100+
END OF BORING @ 9.0'
10
540
15
535
20
530
25
525
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/24/20207.1
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/24/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

CLIENTJob #:BORING #SHEET
Creech & Associates08:14031B-151 OF 1
PROJECT NAMEARCHITECT-ENGINEER
Union County Sheriff Expansion
SITE LOCATION
2
CALIBRATED PENETROMETER TONS/FT
12345+
3344 Presson Road, Monroe, Union County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHINGEASTINGSTATION
RQD%REC.%
20%40%60%80%100%
DESCRIPTION OF MATERIAL
ENGLISH UNITS
PLASTICWATERLIQUID
LIMIT %CONTENT %LIMIT %
BOTTOM OF CASINGLOSS OF CIRCULATION
STANDARD PENETRATION
SURFACE ELEVATION
538
BLOWS/FT
1020304050+
0
Topsoil Thickness 3.0"
(ML RESIDUAL) SANDY SILT, orangish brown,
2
moist, soft
2
S-1SS181829.4
2
4
535
(ML) SANDY SILT, orangish brown, moist, very
3
stiff
6
S-2SS1818
24
30
5
(PWR) PARTIALLY WEATHERED ROCK
20
SAMPLED AS SANDY SILT, grayish brown
44
S-3SS1816
50/3
100+
530
40
S-4SS77
50/3
100+
END OF BORING @ 9.4'
10
525
15
520
20
515
25
510
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WLWS WD BORING STARTEDCAVE IN DEPTH
GNE2/24/20206.1
WL(SHW)WL(ACR)BORING COMPLETEDHAMMER TYPE
GNE2/24/2020
WLRIGFOREMANDDRRIILLLLIINNGG MMEETTHHOODD
SIMCO 2400Cody PresleyHHSSAA 22..2255

APPENDIX C Laboratory Testing

Laboratory Testing Summary

ECS MID-ATLANTIC, LLC
Laboratory Testing Summary
Date:3..2020
Project Number:ProjectName:
14031Union County Sheriff ExpansionGEO
PercentCompaction
Boring SampleDepth/MoistureLiquidPlastic PlasticityPassingMaximumOptimumCBROther
NumberNumberLocationContentLimitLimitIndexNo. 200DensityMoistureValue
Tpjm
(%)Sieve(pcf)(%)
1.0-2.5'
25.0CH
B-10S-1643133
1.0-2.5'
19.8
B-12S-1
1.0-2.5'
35.2CH
B-14S-1682147
1.0-2.5'
29.4
B-15S-1
Summary Key:
V = Virginia Test MethodHyd = HydrometerUCS = Unconfined Compression SoilOC = Organic Content
S = Standard ProctorCon = ConsolidationUCR = Unconfined Compression RockSA = See Attached
M= Modified ProctorDS = Direct ShearLS = Lime StabilizationNP = Non Plastic
GS = Specific GravityCS = Cement Staibilization*= Test Not Conducted
Lab Workbook and Summary SheetPage 1

Jnqpsubou!Jogpsnbujpo!Bcpvu!Zpvs
Hfpufdiojdbm!Fohjoffsjoh!Sfqpsu
Tvctvsgbdf!qspcmfnt!bsf!b!qsjodjqbm!dbvtf!pg!dpotusvdujpo!efmbzt-!dptu!pwfssvot-!dmbjnt-!boe!ejtqvuft
Uif!gpmmpxjoh!jogpsnbujpo!jt!qspwjefe!up!ifmq!zpv!nbobhf!zpvs!sjtlt/
¦!fmfwbujpo-!dpoÑ!hvsbujpo-!mpdbujpo-!psjfoubujpo-!ps!xfjhiu!pg!uif
Hfpufdiojdbm!Tfswjdft!Bsf!Qfsgpsnfe!gps
!qspqptfe!tusvduvsf-
TqfdjÑ!d!Qvsqptft-!Qfstpot-!boe!Qspkfdut
¦!dpnqptjujpo!pg!uif!eftjho!ufbn-!ps
Hfpufdiojdbm!fohjoffst!tusvduvsf!uifjs!tfswjdft!up!nffu!uif!tqfdjÑ!d!offet!pg!
¦!qspkfdu!pxofstijq/
uifjs!dmjfout/!B!hfpufdiojdbm!fohjoffsjoh!tuvez!dpoevdufe!gps!b!djwjm!fohjoffs!
nbz!opu!gvmÑ!mm!uif!offet!pg!b!dpotusvdujpo!dpousbdups!ps!fwfo!bopuifs!djwjm!
Bt!b!hfofsbm!svmf-!bmxbzt!jogpsn!zpvs!hfpufdiojdbm!fohjoffs!pg!qspkfdu!
fohjoffs/!Cfdbvtf!fbdi!hfpufdiojdbm!fohjoffsjoh!tuvez!jt!vojrvf-!fbdi!hfp.
dibohft!.!fwfo!njops!poft!.!boe!sfrvftu!bo!bttfttnfou!pg!uifjs!jnqbdu/!
ufdiojdbm!fohjoffsjoh!sfqpsu!jt!vojrvf-!qsfqbsfe!tpmfmz!gps!uif!dmjfou/!Op!pof!
Hfpufdiojdbm!fohjoffst!dboopu!bddfqu!sftqpotjcjmjuz!ps!mjbcjmjuz!gps!qspcmfnt!
fydfqu!zpv!tipvme!sfmz!po!zpvs!hfpufdiojdbm!fohjoffsjoh!sfqpsu!xjuipvu!Ñ!stu!
uibu!pddvs!cfdbvtf!uifjs!sfqpsut!ep!opu!dpotjefs!efwfmpqnfout!pg!xijdi!uifz!
dpogfssjoh!xjui!uif!hfpufdiojdbm!fohjoffs!xip!qsfqbsfe!ju/!Boe!op!pof!.!opu!
xfsf!opu!jogpsnfe/
fwfo!zpv!.!tipvme!bqqmz!uif!sfqpsu!gps!boz!qvsqptf!ps!qspkfdu!fydfqu!uif!pof!
psjhjobmmz!dpoufnqmbufe/
Tvctvsgbdf!Dpoejujpot!Dbo!Dibohf
B!hfpufdiojdbm!fohjoffsjoh!sfqpsu!jt!cbtfe!po!dpoejujpot!uibu!fyjtufe!bu!uif!
Sfbe!uif!Gvmm!Sfqpsu
ujnf!uif!tuvez!xbt!qfsgpsnfe/!Ep!opu!sfmz!po!b!hfpufdiojdbm!fohjoffsjoh!
Tfsjpvt!qspcmfnt!ibwf!pddvssfe!cfdbvtf!uiptf!sfmzjoh!po!b!hfpufdiojdbm!
sfqpsu!xiptf!befrvbdz!nbz!ibwf!cffo!bggfdufe!cz;!uif!qbttbhf!pg!ujnf<!cz!
fohjoffsjoh!sfqpsu!eje!opu!sfbe!ju!bmm/!Ep!opu!sfmz!po!bo!fyfdvujwf!tvnnbsz/!
nbo.nbef!fwfout-!tvdi!bt!dpotusvdujpo!po!ps!bekbdfou!up!uif!tjuf<!ps!cz!obuv.
Ep!opu!sfbe!tfmfdufe!fmfnfout!pomz/
sbm!fwfout-!tvdi!bt!Ò!ppet-!fbsuirvblft-!ps!hspvoexbufs!Ò!vduvbujpot/!Bmxbzt!
dpoubdu!uif!hfpufdiojdbm!fohjoffs!cfgpsf!bqqmzjoh!uif!sfqpsu!up!efufsnjof!jg!ju!
B!Hfpufdiojdbm!Fohjoffsjoh!Sfqpsu!Jt!Cbtfe!po
jt!tujmm!sfmjbcmf/!B!njops!bnpvou!pg!beejujpobm!uftujoh!ps!bobmztjt!dpvme!qsfwfou!
B!Vojrvf!Tfu!pg!Qspkfdu.TqfdjÑ!d!Gbdupst
nbkps!qspcmfnt/
Hfpufdiojdbm!fohjoffst!dpotjefs!b!ovncfs!pg!vojrvf-!qspkfdu.tqfdjÑ!d!gbdupst!
xifo!ftubcmjtijoh!uif!tdpqf!pg!b!tuvez/!Uzqjdbm!gbdupst!jodmvef;!uif!dmjfouÉt!
Nptu!Hfpufdiojdbm!Gjoejoht!Bsf!Qspgfttjpobm
hpbmt-!pckfdujwft-!boe!sjtl!nbobhfnfou!qsfgfsfodft<!uif!hfofsbm!obuvsf!pg!uif!
Pqjojpot
tusvduvsf!jowpmwfe-!jut!tj{f-!boe!dpoÑ!hvsbujpo<!uif!mpdbujpo!pg!uif!tusvduvsf!
Tjuf!fyqmpsbujpo!jefoujÑ!ft!tvctvsgbdf!dpoejujpot!pomz!bu!uiptf!qpjout!xifsf
po!uif!tjuf<!boe!puifs!qmboofe!ps!fyjtujoh!tjuf!jnqspwfnfout-!tvdi!bt!bddftt!
tvctvsgbdf!uftut!bsf!dpoevdufe!ps!tbnqmft!bsf!ublfo/!Hfpufdiojdbm!fohjoffst!
spbet-!qbsljoh!mput-!boe!voefshspvoe!vujmjujft/!Vomftt!uif!hfpufdiojdbm!fohj.
sfwjfx!Ñ!fme!boe!mbcpsbupsz!ebub!boe!uifo!bqqmz!uifjs!qspgfttjpobm!kvehnfou!
offs!xip!dpoevdufe!uif!tuvez!tqfdjÑ!dbmmz!joejdbuft!puifsxjtf-!ep!opu!sfmz!po!
up!sfoefs!bo!pqjojpo!bcpvu!tvctvsgbdf!dpoejujpot!uispvhipvu!uif!tjuf/!Bduvbm!
b!hfpufdiojdbm!fohjoffsjoh!sfqpsu!uibu!xbt;
tvctvsgbdf!dpoejujpot!nbz!ejggfs.tpnfujnft!tjhojÑ!dboumz!gspn!uiptf!joej.
¦!opu!qsfqbsfe!gps!zpv-
dbufe!jo!zpvs!sfqpsu/!Sfubjojoh!uif!hfpufdiojdbm!fohjoffs!xip!efwfmpqfe!zpvs!
¦!opu!qsfqbsfe!gps!zpvs!qspkfdu-
sfqpsu!up!qspwjef!dpotusvdujpo!pctfswbujpo!jt!uif!nptu!fggfdujwf!nfuipe!pg!
¦!opu!qsfqbsfe!gps!uif!tqfdjÑ!d!tjuf!fyqmpsfe-!ps
nbobhjoh!uif!sjtlt!bttpdjbufe!xjui!voboujdjqbufe!dpoejujpot/
¦!dpnqmfufe!cfgpsf!jnqpsubou!qspkfdu!dibohft!xfsf!nbef/
B!SfqpsuÉt!Sfdpnnfoebujpot!Bsf!!Gjobm
Uzqjdbm!dibohft!uibu!dbo!fspef!uif!sfmjbcjmjuz!pg!bo!fyjtujoh!hfpufdiojdbm
Ep!opu!pwfssfmz!po!uif!dpotusvdujpo!sfdpnnfoebujpot!jodmvefe!jo!zpvs!!sf.
fohjoffsjoh!sfqpsu!jodmvef!uiptf!uibu!bggfdu;
qpsu/!Uiptf!sfdpnnfoebujpot!bsf!opu!Ñ!obm-!cfdbvtf!hfpufdiojdbm!fohjoffst!
¦!uif!gvodujpo!pg!uif!qspqptfe!tusvduvsf-!bt!xifo!juÉt!dibohfe!gspn!b
efwfmpq!uifn!qsjodjqbmmz!gspn!kvehnfou!boe!pqjojpo/!Hfpufdiojdbm!fohjoffst!
!!qbsljoh!hbsbhf!up!bo!pgÑ!df!cvjmejoh-!ps!gspn!bmjhiu!joevtusjbm!qmbou
dbo!Ñ!obmj{f!uifjs!sfdpnnfoebujpot!pomz!cz!pctfswjoh!bduvbm
!up!b!sfgsjhfsbufe!xbsfipvtf-

tvctvsgbdf!dpoejujpot!sfwfbmfe!evsjoh!dpotusvdujpo/!Uif!hfpufdiojdbm!fohj.up!ejtbqqpjounfout-!dmbjnt-!boe!ejtqvuft/!Up!ifmq!sfevdf!uif!sjtl!pg!tvdi!
offs!xip!efwfmpqfe!zpvs!sfqpsu!dboopu!bttvnf!sftqpotjcjmjuz!ps!mjbcjmjuz!gps!pvudpnft-!hfpufdiojdbm!fohjoffst!dpnnpomz!jodmvef!b!wbsjfuz!pg!fyqmbobupsz!
uif!sfqpsuÉt!sfdpnnfoebujpot!jg!uibu!fohjoffs!epft!opu!qfsgpsn!dpotusvdujpo!qspwjtjpot!jo!uifjs!sfqpsut/!Tpnfujnft!mbcfmfe!ÆmjnjubujpotÇ!nboz!pg!uiftf!
pctfswbujpo/qspwjtjpot!joejdbuf!xifsf!hfpufdiojdbm!fohjoffstÉ!sftqpotjcjmjujft!cfhjo!
boe!foe-!up!ifmq!puifst!sfdphoj{f!uifjs!pxo!sftqpotjcjmjujft!boe!sjtlt/!Sfbe!
B!Hfpufdiojdbm!Fohjoffsjoh!Sfqpsu!Jt!Tvckfdu!up uiftf!qspwjtjpot!dmptfmz/!Btl!rvftujpot/!Zpvs!hfpufdiojdbm!fohjoffs!tipvme!
Njtjoufsqsfubujpo sftqpoe!gvmmz!boe!gsbolmz/
Puifs!eftjho!ufbn!nfncfstÉ!njtjoufsqsfubujpo!pg!hfpufdiojdbm!fohjoffs.
joh!sfqpsut!ibt!sftvmufe!jo!dptumz!qspcmfnt/!Mpxfs!uibu!sjtl!cz!ibwjoh!zpvs!Hfpfowjsponfoubm!Dpodfsot!Bsf!Opu!Dpwfsfe
hfpufdiojdbm!fohjoffs!dpogfs!xjui!bqqspqsjbuf!nfncfst!pg!uif!eftjho!ufbn!Uif!frvjqnfou-!ufdiojrvft-!boe!qfstpoofm!vtfe!up!qfsgpsn!b!hfpfowjspo.
bgufs!tvcnjuujoh!uif!sfqpsu/!Bmtp!sfubjo!zpvs!hfpufdiojdbm!fohjoffs!up!sfwjfx!nfoubm!tuvez!ejggfs!tjhojÑ!dboumz!gspn!uiptf!vtfe!up!qfsgpsn!b!hfpufdiojdbm!
qfsujofou!fmfnfout!pg!uif!eftjho!ufbnÉt!qmbot!boe!tqfdjÑ!dbujpot/!Dpousbdupst!tuvez/!Gps!uibu!sfbtpo-!b!hfpufdiojdbm!fohjoffsjoh!sfqpsu!epft!opu!vtvbmmz!sf.
dbo!bmtp!njtjoufsqsfu!b!hfpufdiojdbm!fohjoffsjoh!sfqpsu/!Sfevdf!uibu!sjtl!cz!mbuf!boz!hfpfowjsponfoubm!Ñ!oejoht-!dpodmvtjpot-!ps!sfdpnnfoebujpot<!f/h/-!
ibwjoh!zpvs!hfpufdiojdbm!fohjoffs!qbsujdjqbuf!jo!qsfcje!boe!qsfdpotusvdujpo!bcpvu!uif!mjlfmjippe!pg!fodpvoufsjoh!voefshspvoe!tupsbhf!ubolt!ps!sfhvmbufe!
dpogfsfodft-!boe!cz!qspwjejoh!dpotusvdujpo!pctfswbujpo/dpoubnjobout/!Voboujdjqbufe!fowjsponfoubm!qspcmfnt!ibwf!mfe!up!ovnfspvt!
qspkfdu!gbjmvsft/!Jg!zpv!ibwf!opu!zfu!pcubjofe!zpvs!pxo!hfpfowjsponfoubm!jo.
Ep!Opu!Sfesbx!uif!FohjoffsÉt!Mpht gpsnbujpo-!btl!zpvs!hfpufdiojdbm!dpotvmubou!gps!sjtl!nbobhfnfou!hvjebodf/!
Hfpufdiojdbm!fohjoffst!qsfqbsf!Ñ!obm!cpsjoh!boe!uftujoh!mpht!cbtfe!vqpo!Ep!opu!sfmz!po!bo!fowjsponfoubm!sfqpsu!qsfqbsfe!gps!tpnfpof!fmtf/
uifjs!joufsqsfubujpo!pg!Ñ!fme!mpht!boe!mbcpsbupsz!ebub/!Up!qsfwfou!fsspst!ps!
pnjttjpot-!uif!mpht!jodmvefe!jo!b!hfpufdiojdbm!fohjoffsjoh!sfqpsu!tipvme!Pcubjo!Qspgfttjpobm!Bttjtubodf!Up!Efbm!xjui!Npme
ofwfs!cf!sfesbxo!gps!jodmvtjpo!jo!bsdijufduvsbm!ps!puifs!eftjho!esbxjoht/!Ejwfstf!tusbufhjft!dbo!cf!bqqmjfe!evsjoh!cvjmejoh!eftjho-!dpotusvdujpo-!pq.
Pomz!qipuphsbqijd!ps!fmfduspojd!sfqspevdujpo!jt!bddfqubcmf-!cvu!sfdphoj{f!fsbujpo-!boe!nbjoufobodf!up!qsfwfou!tjhojÑ!dbou!bnpvout!pg!npme!gspn!hspx.
uibu!tfqbsbujoh!mpht!gspn!uif!sfqpsu!dbo!fmfwbuf!sjtl/joh!po!joepps!tvsgbdft/!Up!cf!fggfdujwf-!bmm!tvdi!tusbufhjft!tipvme!cf!efwjtfe!
gps!uif!fyqsftt!qvsqptf!pg!npme!qsfwfoujpo-!joufhsbufe!joup!b!dpnqsfifotjwf!
Hjwf!Dpousbdupst!b!Dpnqmfuf!Sfqpsu!boe qmbo-!boe!fyfdvufe!xjui!ejmjhfou!pwfstjhiu!cz!b!qspgfttjpobm!npme!qsfwfoujpo!
Hvjebodf dpotvmubou/!Cfdbvtf!kvtu!b!tnbmm!bnpvou!pg!xbufs!ps!npjtuvsf!dbo!mfbe!up!
Tpnf!pxofst!boe!eftjho!qspgfttjpobmt!njtublfomz!cfmjfwf!uifz!dbo!nblf!uif!efwfmpqnfou!pg!tfwfsf!npme!jogftubujpot-!b!ovncfs!pg!npme!qsfwfoujpo!
dpousbdupst!mjbcmf!gps!voboujdjqbufe!tvctvsgbdf!dpoejujpot!cz!mjnjujoh!xibu!tusbufhjft!gpdvt!po!lffqjoh!cvjmejoh!tvsgbdft!esz/!Xijmf!hspvoexbufs-!xb.
uifz!qspwjef!gps!cje!qsfqbsbujpo/!Up!ifmq!qsfwfou!dptumz!qspcmfnt-!hjwf!dpo.ufs!joÑ!musbujpo-!boe!tjnjmbs!jttvft!nbz!ibwf!cffo!beesfttfe!bt!qbsu!pg!uif!
usbdupst!uif!dpnqmfuf!hfpufdiojdbm!fohjoffsjoh!sfqpsu-!cvu!qsfgbdf!ju!xjui!bhfpufdiojdbm!fohjoffsjoh!tuvez!xiptf!Ñ!oejoht!bsf!dpowfzfe!jo.uijt!sfqpsu-!
dmfbsmz!xsjuufo!mfuufs!pg!usbotnjuubm/!Jo!uibu!mfuufs-!bewjtf!dpousbdupst!uibu!uifuif!hfpufdiojdbm!fohjoffs!jo!dibshf!pg!uijt!qspkfdu!jt!opu!b!npme!qsfwfoujpo!
sfqpsu!xbt!opu!qsfqbsfe!gps!qvsqptft!pg!cje!efwfmpqnfou!boe!uibu!uif!sfqpsuÉt!dpotvmubou<!
bddvsbdz!jt!mjnjufe<!fodpvsbhf!uifn!up!dpogfs!xjui!uif!hfpufdiojdbm!fohjoffs!
xip!qsfqbsfe!uif!sfqpsu!)b!npeftu!gff!nbz!cf!sfrvjsfe*!boe0ps!up!dpoevdu!be.
ejujpobm!tuvez!up!pcubjo!uif!tqfdjÑ!d!uzqft!pg!jogpsnbujpo!uifz!offe!ps!qsfgfs/!
B!qsfcje!dpogfsfodf!dbo!bmtp!cf!wbmvbcmf/!Cf!tvsf!dpousbdupst!ibwf!tvgÑ!djfou!
ujnf!up!qfsgpsn!beejujpobm!tuvez/!Pomz!uifo!njhiu!zpv!cf!jo!b!qptjujpo!up!hjwf!
dpousbdupst!uif!cftu!jogpsnbujpo!bwbjmbcmf!up!zpv-!xijmf!sfrvjsjoh!uifn!up!bu!
mfbtu!tibsf!tpnf!pg!uif!Ñ!obodjbm!sftqpotjcjmjujft!tufnnjoh!gspn!voboujdj.Sfmz!po!Zpvs!BTGF.Nfncfs!Hfpufdiojdbm
qbufe!dpoejujpot/Fohjoffs!Gps!Beejujpobm!Bttjtubodf
Nfncfstijq!jo!BTGF0Uif!Cftu!Qfpqmf!po!Fbsui!fyqptft!hfpufdiojdbm!fohj.
Sfbe!Sftqpotjcjmjuz!Qspwjtjpot!Dmptfmz offst!up!b!xjef!bssbz!pg!sjtl!nbobhfnfou!ufdiojrvft!uibu!dbo!cf!pg!hfovjof!
Tpnf!dmjfout-!eftjho!qspgfttjpobmt-!boe!dpousbdupst!ep!opu!sfdphoj{f!uibucfofÑ!u!gps!fwfszpof!jowpmwfe!xjui!b!dpotusvdujpo!qspkfdu/!Dpogfs!xjui!zpvs!
hfpufdiojdbm!fohjoffsjoh!jt!gbs!mftt!fybdu!uibo!puifs!fohjoffsjoh!ejtdjqmjoft/!BTGF.nfncfs!hfpufdiojdbm!fohjoffs!gps!npsf!jogpsnbujpo/
Uijt!mbdl!pg!voefstuboejoh!ibt!dsfbufe!vosfbmjtujd!fyqfdubujpot!uibu!ibwf!mfe!
Uif!Cftu!Qfpqmf!po!Fbsui
9922!Dpmftwjmmf!Spbe0Tvjuf!H217-!Tjmwfs!Tqsjoh-!NE!31:21
Ufmfqipof;É!4120676.3844!!!!!Gbdtjnjmf;!412069:.3128
f.nbjm;!jogpAbtgf/psh!!!!!!!xxx/btgf/psh
Dpqzsjhiu!3115!cz!BTGF-!Jod/!Evqmjdbujpo-!sfqspevdujpo-!ps!dpqzjoh!pg!uijt!epdvnfou-!jo!xipmf!ps!jo!qbsu-!cz!boz!nfbot!xibutpfwfs-!jt!tusjdumz!qspijcjufe-!fydfqu!xjui!BTGFÉt!tqfdjÑ!d!

xsjuufo!qfsnjttjpo/!Fydfsqujoh-!rvpujoh-!ps!puifsxjtf!fyusbdujoh!xpsejoh!gspn!uijt!epdvnfou!jt!qfsnjuufe!pomz!xjui!uif!fyqsftt!xsjuufo!qfsnjttjpo!pg!BTGF-!boe!pomz!gps!qvsqptft!
pg!tdipmbsmz!sftfbsdi!ps!cppl!sfwjfx/!Pomz!nfncfst!pg!BTGF!nbz!vtf!uijt!epdvnfou!bt!b!dpnqmfnfou!up!ps!bt!bo!fmfnfou!pg!b!hfpufdiojdbm!fohjoffsjoh!sfqpsu/!Boz!puifs!Ñ!sn-!
joejwjevbm-!ps!puifs!foujuz!uibu!tp!vtft!uijt!epdvnfou!xjuipvu!cfjoh!boBTGF!nfncfs!dpvme!cf!dpnnjuujoh!ofhmjhfou!ps!joufoujpobm!)gsbvevmfou*!njtsfqsftfoubujpo/
JJHFS17156/1N