SW3170601_Soils/Geotec Report_20170606

A G L
G I N E E R I N
SUMMARY REPORT OF GEOTECHNICAL
SUBSURFACE EXPLORATION
AND ENGINEERING EVALUATION
PROPOSED MOORE FARMS
ACTIVE ADULT COMMUNITY
INDIAN TRAIL, NORTH CAROLINA
EEI PROJECT NUMBER 5750- NC
PREPARED FOR:
LANDTEC DEVELOPMENT, INC.
2201 COLTSGATE ROAD
SUITE 300
CHARLOTTE, NC 28211
SUBMITTED BY:
MATT KIRCHNER, E.I.
PROJECT ENGINEER
FRANK L GRAY III, P.E.
PRINCIPAL
May 20, 2016

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E A G L E
ENGINEERING
�Iawlp-
May
20, 2016
Mr. Keith Cooper
LANDTEC DEVELOPMENT, INC.
2701 Coltsgate Road, Ste 300
Charlotte, NC 28211
SUMMARY REPORT OF GEOTECHNICAL
SUBSURFACE EXPLORATION
AND ENGINEERING EVALUATION
PROPOSED MOORE FARMS
WAXHAW-INDIAN TRAIL ROAD
INDIAN TRAIL, NORTH CAROLINA
EEI PROJECT NUMBER 5750 -G -NC
Dear Mr. Cooper,
Please find enclosed our Geotechnical Site Investigation for the above referenced project. We have
completed this project in accordance with our agreement and your authorization to proceed on this
project. We sincerely appreciate the opportunity to be of service to you on this project and will make
ourselves available to discuss any of the included results should you desire.
As outlined in our proposal, the scope of services to be provided by Eagle Engineering, Inc. (EEI)
included field explorations of the existing soil conditions in the subject area at the referenced site. The
enclosed report describes our investigative procedures, presents the results of the investigation, and makes
specific design and construction recommendations for the facility.
We have enjoyed working with you on this subsurface geotechnical exploration and engineering
evaluation and are prepared to provide quality control testing services.
If you have any question concerning this report or if we can be of further assistance to you at any time,
please contact us.
Sincerely,
EAGLE ENGINEERING, INC.
Matthew C. Kirchner, E.I.
Project Engineer
Atlanta
P O Box 551
Alpharetta, GA 30009
Ph 678 339 0640
Fax [phone]
www.eagleonlme net
Frank L Gray III, P. E.
Principal
Charlotte
n.
2013-A Van Buren Avenue
Indian Trail, NC 28079
Ph 704 882 4222
Fax [phone]

MOORE FARMS EAGLE ENGINEERING, INC.
WAXHAW-INDIAN TRAIL RD 5750 -NC
INDIAN TRAIL, NORTH CAROLINA MAY 20, 2016
TABLE OF CONTENTS
PAGE NO.
EXECUTIVE SUMMARY................................................................................1
EXISTING SITE DESCRIPTION....................................................................2
AREAGEOLOGY..............................................................................................2
EXPLORATION PROCEDURE......................................................................3
FINDINGS...........................................................................................................3
PROPOSED CONSTRUCTION.......................................................................5
RECOMMENDATIONS....................................................................................5
SITE PREPARATION.......................................................................................6
FOUNDATIONDESIGN...................................................................................7
FLOOR SLAB SUPPORT.................................................................................8
SEISMIC SITE CLASS DEFINITIONS..........................................................8
DRAINAGE.........................................................................................................9
EXCAVATION...................................................................................................9
APPENDIX
BORING LOCATION PLAN
BORING LOGS
NOMENCLATURE
ESP'S BORING LOGS
ESP'S BORING LAYOUT

1k a
MOORE FARMS EAGLE ENGINEERING, INC.
WAXHAW-INDIAN TRAIL RD 5750 -NC
INDIAN TRAIL, NORTH CAROLINA MAY 20, 2016
EXECUTIVE SUMMARY
The enclosed subsurface exploration was completed in order to evaluate the existing site
conditions at an approximate 116 -acre combined property as they relate to the proposed
single/multi-family residential development, Moore Farms. The Union County Tax Parcel IDs are
M7120013, N7120012, M7120012, M7120014, N7120014 and 07138003A. EEI completed a
total of nineteen (19) soil test borings (B -A thru B -S) during this phase of investigative work.
Previously, fourteen (14) borings were completed both on and offsite by ESP dated December 9,
2005. Of the previous fourteen borings, seven borings were completed within the area of the
proposed development and are shown on the Boring Location Plan. The previous borings are
included in the appendix for reference.
The subject site currently has two developed residential areas adjacent to Waxhaw-Indian Trail
(WIT) Road located on the north western property boundary. The remainder of the property has
previously been used as agricultural use specifically "tree farming". Four existing ponds are
located within the low lying areas of the site. Surrounding the site is either developed residential
areas or undeveloped wooded/farm land. The subject property is divided into three drainage
areas. Area 1 slopes from WIT to the east southeast into an unnamed tributary of Price Mill
Creek which borders the easternmost property line with a second unnamed tributary bordering the
southernmost property line. Area 2 originates from a highpoint in the approximate property center
sloping both west to the unnamed tributary at the low point of Area 1. Area 3 drains east from
the highpoint of Area 2 to Price Mill Creek located on the eastern property line.
One isolated pocket of fill soils or old farm bury pit was encountered at boring B -K to depths of
8.5 feet from below ground surface (bgs). Underlying the fill, residual soils extend to the boring
termination depth of 10 feet bgs. The fill soils were primarily CLAYEY SILTS with varying
amounts of organics and N -values ranging from 3 to 6 blows per foot (bpf). The residual soils
found within the borings are classified as SANDY SILTS with varying N -values from 8 to >100
bpf with the majority of the N -values greater than 10 bf. Partially Weathered Rock (PWR),
which exhibits blow counts greater than 100 bpf was encountered in 7 borings (B -B, B -F, B -I, B-
J,B-N, B -P and B -S) at depths of 3.5 to boring termination depths of 10 to 20 feet bgs. Auger
refusal was not encountered within any of the borings. Groundwater was not encountered in any
of the EEI test borings; however hole cave depths of 6 to 13 feet bgs were recorded. These hole
cave depths may be indicative of a more stabilized groundwater surface. Similar soil conditions
were encountered within the ESP geotechnical exploration. Groundwater was encountered in two
ESP borings at depths of 11 and 13.5 feet, B-11 and B-14 respectively.
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MOORE FARMS EAGLE ENGINEERING, INC.
WAXHAW-INDIAN TRAIL RD 5750 -NC
INDIAN TRAIL, NORTH CAROLINA MAY 20, 2016
The soils encountered during the site investigation appear suitable for a footing design using a
2,000 psf design soil bearing pressure. Some isolated pockets of soft near surface soils will be
encountered during the site grading process and may require reworking or removal. Partially
weathered rock was found at varying depths near the ground surface and extending to 10 to 20
feet bgs within the depths explored. Furthermore, the near surface soils, without heavy organics,
when properly prepared should adequately support the proposed pavement system.
EXISTING SITE DESCRIPTION
The subject property is six contiguous semi -rectangular shaped parcels located at 3401 Waxhaw-
Indian Trail Rd., Indian Trail, North Carolina. The location of the property is shown on the
Boring Location Plan located in the appendix. The subject properties are currently residential to
the west property, cleared farmland (tree farms) and wooded areas near the lower reaches of the
property. An unnamed tributary of Price Mill Creek bisects the property from north to south in
the western reaches of the property. Price Mill Creek borders the property along the eastern most
property boundary. Also a second unnamed tributary to Price Mill creek borders the
southernmost property boundary.
Based on a Boundary and Topographic Survey completed by EEI in May of 2016, the
topographic high of the property is 670 MSL at or near the existing residential structure located in
near WIT Rd. along the western property boundary. The topographic low of the subject property
is situated in the southwest center of the subject property at 620 feet MSL. The subject property
slopes from west to east in a central drainage feature with a second ridgeline near the property
center sloping both east and west. The drainage in the eastern most part of the site flows into
Price Mill Creek on the eastern property line. The subject property is topographically side
gradient of properties to the east, west and south and down gradient to the properties to the north.
AREA GEOLOGY
The project site is located in the Piedmont (Carolina Terrane) Physiographic Province of North
Carolina. The area is characterized by broad, gently rolling interstream areas and steeper slope
along drainage ways. No prominent hills stand out above the generally level uplands.
2

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MOORE FARMS EAGLE ENGINEERING, INC.
WAXHAW-INDIAN TRAIL RD 5750 -NC
INDIAN TRAIL, NORTH CAROLINA MAY 20, 2016
Rocks of the Piedmont of the Southeastern United States occur in belts that conform to the
regional northeastern trend of major structural features. These belts are delineated on the basis of
kinds of rock, grade of metamorphism, and structure. These differences are commonly
manifested in topographic differences among the belts. The subdivision of the Piedmont into
belts is a useful generalization when discussing large areas, although exact boundaries may be
impossible to draw. The Piedmont Physiographic Province is underlain by a complex of igneous
and metamorphic rocks. Underlying bedrock of Piedmont Physiographic Province may be
overlain by mantle of weathered rock.
EXPLORATION PROCEDURE
During this Phase of the development, nineteen (19) soil test borings were drilled at the site of the
proposed development at the approximate locations shown on the attached Test Boring Location
Plan. The borings were drilled to depths of 10 to 20 feet below ground surface (bgs).
Previously, fourteen borings were completed both on and offsite by ESP dated December 9, 2005.
Of the previous fourteen borings, seven borings were completed within the area of the proposed
development and are shown on the Boring Location Plan. The previous borings are included in
the appendix for reference.
The soil test borings were made by mechanically twisting a continuous -flight steel auger into the
soil. Standard Penetration Tests were performed at designated intervals in the soil test borings in
accordance with ASTM D 1586 to provide a guide for estimating soil strength. In conjunction
with the penetration testing, split -spoon soil samples were recovered for visual soil classification.
Water level measurements were taken after the borings were drilled. The test boring records show
detailed soil descriptions and stratifications, consistency evaluations, standard penetration
resistances (N), boring termination depths, and groundwater conditions at each boring location.
FINDINGS
The general results of our soil test borings indicated an isolated pocket of fill soils/bury pit was
encountered at boring B -K to depths of 8.5 feet from below ground surface (bgs). Underlying the
fill, residual soils extend to the boring termination depth of 10 feet bgs. The fill soils were
primarily CLAYEY SILTS with varying amounts of organics and N -values ranging from 3 to 6
blows per foot (bpf). The residual soils found within the borings are classified as SANDY SILTS
with varying N -values from 8 to >100 bpf with the majority of the N -values greater than 10 bf.
3

MOORE FARMS EAGLE ENGINEERING, INC.
WAXHAW-INDIAN TRAIL RD 5750 -NC
INDIAN TRAIL, NORTH CAROLINA MAY 20, 2016
Partially Weathered Rock (PWR), which exhibits blow counts greater than 100 bpf was
encountered in 9 borings (B -B, B -F, B -I, B -J, B -N, B -P and B -S) at depths of 3.5 to boring
termination depths of 10 to 20 feet bgs. Auger refusal was not encountered within any of the
borings. Groundwater was not encountered in any of the EEI test borings; however hole cave
depths of 6 to 13 feet bgs were recorded. These hole cave depths may be indicative of a more
stabilized groundwater surface. Similar soil conditions were encountered within the ESP
geotechnical exploration. Groundwater was encountered in two ESP borings at depths of 11 and
13.5 feet, B-11 and B-14 respectively.
A more detailed description of the subsurface conditions encountered at the borings is provided
below and on the Test Boring Logs enclosed in the Appendix.
The following general soil strata are present at the Test Borings:
1. Topsoil 0.25 to 0.5 feet thick is present at the ground surface at the majority of the
borings.
2. Fill or old bury pit was encountered in B -K to shallow depths of 8 feet below the ground
surface (bgs). The fill soils were primarily CLAYEY SILTS with varying amounts of
organics and N -values ranging from 3 to 6 blows per foot (bpf). The fill soils should be
considered nonstructural and require removal and reworking to meet the classification of
structural fill listed below.
3. Weathered in place or residual soils of the Piedmont Physiographic province extend
below the fill soils to the boring termination depths of 10 to 20 feet bgs. Residual soil is
defined as the product of bedrock weathered in-place in the bedrock original location.
Texturally, these soils are primarily SANDY SILTS. Soil consistency (relative density in
the case for sands) as measured by Standard Penetration Resistance (N) ranges from firm
to very hard with corresponding N values of 8 to 100 bpf. The majority of the N values
were observed to be in excess of 10 bpf within the depths explored.
4. Partially weathered rock was encountered in fourteen (14) of the EEI and ESP borings at
depths varying from 3.5 to 13.5 feet bgs. Partially weathered rock is defined as a soil
with a Standard Penetration Resistance (N) value greater than 100 bpf. Partially
weathered rock can occur at the interface between a weathered soil condition and more
competent bedrock. Partially weathered rock may be more present than test borings have
indicated.
M

8
MOORE FARMS EAGLE ENGINEERING, INC.
WAXHAW-INDIAN TRAIL RD 5750 -NC
INDIAN TRAIL, NORTH CAROLINA MAY 20, 2016
5. Auger refusal was not encountered in any of the borings. Auger refusal rock may be more
present than Test borings have indicated.
6. Groundwater was not encountered in any of the EEI test borings. Groundwater was
detailed in two of the ESP borings at depths of 11 to 13.5 feet bgs. Hole cave depths of 6
to 13 feet were encountered in the remaining test borings. These depths may be
indicative of a more stabilized groundwater level. Groundwater levels tend to fluctuate 3
to 5 feet with seasonal moisture variations and are generally highest in the late winter and
early spring. During and after wet periods groundwater may become trapped near the
ground surface and from an apparent shallow water table. This trapped water will
eventually migrate to the deeper true groundwater table.
PROPOSED CONSTRUCTION
The proposed development is projected to be either single family or multi -family residential
development. The structures are proposed with concrete masonry unit walls/stone, brick or wood
fagade structures that are wood framed. The proposed buildings are projected to have a required
soil bearing pressure loading of 2,000 psf.
It is projected the building floor slabs will be grade supported without a basement. Floor loads
are projected to be 50 to 150 psf.
Cuts and fills, as we understand it at present may reach 5 to 10 feet in isolated areas over the
present site grades.
RECOMMENDATIONS
The recommendations presented in this report for overall site development and typical foundation
support are best suited for the proposed construction and existing soil conditions. These
recommendations are made as a guide for the design engineer based on our experience with
similar soils under similar loading conditions. If conditions are encountered during the
construction, or the building type and/or location should differ from those presented in this report,
Eagle Engineering, Inc. should be notified immediately so that the conditions can be evaluated
and recommendations modified as required.
Existing fill soils/bury pit was encountered within boring B -K extending to depths of 8.5 feet bgs.
The presence of fill presents risks since the soil conditions in and under the entire fill section
cannot be determined without removing the fill. If footings are placed on fill soils that contain
G

MOOREFARMS
WAXHAW-INDIAN TRAIL RD
INDIAN TRAIL, NORTH CAROLINA
EAGLE ENGINEERING, INC.
5750 -NC
MAY 20, 2016
voids, organic or soft zones not detected by our borings, settlements and structural damage or
failure will result. The subject fills are probably part of the farmland use. Based on the project
information available at this time, we recommend that the existing fills be replaced with properly
compacted Structural Fill as outlined below.
If the site preparation and design recommendations presented in this report are implemented,
shallow spread footings can be supported on new structural fill.
Soil bearing pressures in the range of 2000 psf are typically equal to N values in excess of 8 bpf
or soil densities in excess of 95% Standard Proctor Density. The residual soils are structural in
nature and will be sufficient to support the proposed development. Should any fill be required we
recommend the structural fill meet the minimum required soil densities in excess of 95%
Standard Proctor Density. Details for structural fill are presented below.
SITE PREPARATION
Eagle Engineering, Inc. recommends the following procedures for site preparation:
Existing plans of the construction area should be reviewed and the site should be
inspected to locate existing underground utilities, such as electrical and telephone cables,
which may serve the existing adjacent structures. If such utilities are found in the
proposed construction area, they should be removed, relocated, or protected.
2. Any fill soil or debris encountered during the grading process should be undercut in
accordance with the above recommendations. The undercut surface should be inspected
utilizing hand auger borings and dynamic cone penetrometer testing. If the testing
indicates sufficient strengths, begin the backfill process as recommended above.
3. The stripped and undercut surface should be proofrolled with a heavily loaded,
pneumatic -tired vehicle such as a rubber -tired roller, fully loaded dump truck or pan. This
vehicle should have a minimum static weight of 20 tons and should be operated at a
speed approximating that of a slow walk (one to two miles per hour).
4. The proof roller should make at least four passes over the site with the last two passes
perpendicular to the first two. Any areas which wave or deflect excessively and continue
to do so after several passes of the proof roller should be undercut to firm soils and
backfilled with new structural fill (see Structural Fill).
31

MOORE FARMS EAGLE ENGINEERING, INC.
WAXHAW-INDIAN TRAIL RD 5750 -NC
INDIAN TRAIL, NORTH CAROLINA MAY 20, 2016
5. The working area should be protected so that surface runoff will drain away from the
construction locations by gravity. Preparation of the existing surface in this manner will
minimize the possibility of a reduction in the soil bearing capacity due to saturation from
standing water.
6. For fill areas, an approved fill material should be placed in thin, nearly horizontal lifts
(lift thickness depends on type of compaction equipment, but generally lifts of 8 inches
loose measurements are recommended). The lifts should be compacted mechanically with
construction equipment such as a vibratory sheepsfoot roller. The fill soil should be
compacted as structural fill (see Structural Fill).
An Eagle Engineering, Inc. engineering technician, working under engineering review, should be
on-site full time during undercutting operations to verify proper bearing capacity at each location.
Further, if the owner elects to backfill with crushed stone, the engineering technician should be
on-site to take adequate density tests throughout fill placement operations to verify that the
specified compaction is being achieved. It is particularly important that this be accomplished
during the initial stages of the filling operation so that adjustments in the compactive effort,
number of passes, or compaction equipment used can be made early in the fill program.
STRUCTURAL FILL
Structural fill, at _-t2% of optimum moisture, should be compacted to at least 95% of the
Standard Proctor (ASTM D-698) maximum dry density due to the required bearing pressures for
this project. This fill should extend 5 feet horizontally beyond the footing foundations and paved
areas and extend downward on a maximum 2 horizontal to 1 vertical slope. The structural fill soil
must be a non-organic soil with a minimum dry weight of 90 pcf with a USCS classification of
SC, SM, GC, GM, or ML. Plastic clay should not be used as structural fill.
FOUNDATION DESIGN
The proposed structures may be supported on the proposed spread footings assuming the
recommendations outlined above are followed. A 2000 psf design soil bearing pressure can be
used to size footing foundations. This applies to foundations supported at least 1 foot into stiff
residual soil or new structural fill compacted to at least 95% of the Standard Proctor (ASTM D-
698) maximum dry density.
Based on our review, total settlements of 1/2 to 3/4 inch are estimated with the recommended
design soil bearing pressure, residual and structural fill soils, and 100% of the total live and dead
loads. Since only a percentage of the total live loads will actually be exerted 100% of the time,
7

MOORE FARMS EAGLE ENGINEERING, INC.
WAXHAW-INDIAN TRAIL RD 5750 -NC
INDIAN TRAIL, NORTH CAROLINA MAY 20, 2016
the estimated total settlement will be less than 3/4 inch. Total settlements of less than 3/4 inch,
based on our experience, should be satisfactory for this building.
An Eagle Engineering, Inc. Project Manager or Senior Engineering Technician, working under an
Engineer's supervision, should inspect the bearing surfaces of the footing excavations. This
inspection is recommended to verify that the footing is cleaned and bearing on undisturbed new
structural fill or residual soil or to define those areas where materials of variable bearing soils are
encountered.
FLOOR SLAB SUPPORT
The floor slab will support relatively light loads of 50 to 100 psf. This floor slab will perform
satisfactorily when supported on structural fill soil or stiff residual soil if the site preparations are
implemented. The floor slab should be designed based upon a recommended sub -grade soil
modulus of 100 pci for compacted grade level site soils. The floor slab should be jointed and
constructed separate from the wall partitions and foundations so that the structural frame and
floor will move independently of each other. Furthermore, a vapor barrier should be placed
between the concrete slab and the underlying coarse aggregate (See Drainage section). Structural
interior partitions may be supported on thickened floor slabs where plastic clay was removed or
in non -plastic clay areas.
SEISMIC SITE CLASS DEFINITIONS
Eagle Engineering, Inc. has assigned a seismic site classification of C according to the 2011
International Building code section 1613. The average properties in the top 100 feet have been
calculated with an average standard penetration resistance, N > 50 blows per foot.
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MOORE FARMS EAGLE ENGINEERING, INC.
WAXHAW-INDIAN TRAIL RD 5750 -NC
INDIAN TRAIL, NORTH CAROLINA MAY 20, 2016
DRAINAGE
Since groundwater is not present at the Test borings within a depth of the projected cuts, a drain
is not required beneath the ground floor slab to continuously remove groundwater. A vapor
barrier consisting of a minimum 6 -mil plastic sheet Is recommended beneath the floor slab.
EXCAVATION
Due to the consistencies of the soils encountered at the site, we do not anticipate significant
difficulties may be encountered when excavating for the foundations and utilities. Some care
should be taken in areas of shallow partially weathered rock, however no auger refusal was
encountered within the test borings.
Based on the data obtained in the soil test borings, we anticipate that groundwater control
problems will not be encountered during the construction operations.
LIMITATION AND WARRANTIES
This report has been prepared in accordance with generally accepted geotechnical engineering
practice for the exclusive use of Landtec Development, Inc. No other warranty, expressed or
implied, is made. Our recommendations are based on the design information furnished to us, the
data obtained in the field-testing program, and our experience with soils in this geographic area.
The Recommendations given in this summary report are based on the assumption that the existing
subsurface conditions at this site do not vary substantially from those indicated by the Test
borings. These Recommendations are subject to review of the design plans and specifications at
which time we reserve the right to make revisions. In addition, these Recommendations are
based on competent field engineering, inspection and testing during construction.
This Opinion Letter may be relied upon by you only in connection with and for the purposes set
forth herein and may not be used or relied upon by any other person, firm, or entity for any
purpose whatsoever than in connection with regulatory requirements or in response to a court
order without, in each instance, the written consent of the signed. Eagle Engineering, Inc. is not
responsible for the independent conclusions, opinions, or recommendations made by others based
on the field exploration, sampling, and laboratory analyses presented in this report.
9

APPENDIX

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BPRING LOG
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 5750G -NC
BORING NO. B -A
CLIENT: LandtecDevelopment, Inc
DATE: 5-16-16
E A G L E
LOCATION:
ELEVATION: 6755
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DRILLER: HPC Land Services
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Hard Tan Brown Black Grey SANDY SILT
Boring Terminated at 10.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.

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-----------------
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— — — — — — — — — — — — — — — — —
Very Dense Grav Black SAND
Boring Terminated at 8.9'
PAGE 1 of 1 EAGLE ENGINEERING, INC.
BRING LOG
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 5750G -NC
BORING NO. 13-13
CLIENT: Landtec Development, Inc
DATE: 5-16-I6
E A G L E
LOCATION:
ELEVATION: 633.0
ENGINEERING
DRILLER: HPC Land Services
LOGGED BY: CL
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— — — — — — — — — — — — — — — — —
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Boring Terminated at 8.9'
PAGE 1 of 1 EAGLE ENGINEERING, INC.

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600
r 35
Ir 595
Topsoil
RESIDUAL: Stiff Red CLAYEY SILT
-----------------
Red Black Tan CLAYEY SILT
-----------------
Very Stiff Red Black Tan SANDY SILT
-----------------
Very Stiff Red Tan Brown SANDY SILT
Boring Terminated at 10.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.
BORING LOG
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 5750G -NC
BORING NO. B -C
CLIENT: Landtec Development, Inc
DATE: 5-16-16
E /"o L E
LOCATION:
ELEVATION: 6305
E NG IN EE RING
DRILLER: HPC Land Services
LOGGED BY: CL
''r'
I Ip
DRILLING METHOD: 2-1/4" Power Auger
L-
DEPTH TO - WATER> INITIAL: -4-
rJc 57506-NC_Marzc Farms Daic I'nnted 6292016
DRY
AFTER
24 HOURS:
s CAVING> 6
Xo
N -VALUE
o
w
~
o
PENETRATION
Z
W
RESISTANCE
w
z
D
(BLOWS PER FOOT)
r
W
SOIL DESCRIPTION Q
o❑
W
❑ ..
rn
U)
W
I—
O
d
�
Z
Z
J
a
0¢..
0
630
H 625
szo
15
20
610
F2s
605
30
600
r 35
Ir 595
Topsoil
RESIDUAL: Stiff Red CLAYEY SILT
-----------------
Red Black Tan CLAYEY SILT
-----------------
Very Stiff Red Black Tan SANDY SILT
-----------------
Very Stiff Red Tan Brown SANDY SILT
Boring Terminated at 10.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.

d
4J
N
v
V
W
O
v
.J
.a
U
v
rn
a
v
A
in
M
ro
m
N
w
v
m
.i
H
620
5
615
10
610
15
s05
20
600
25
595
30
590
35
Topsoil
RESIDUAL: Stiff Orange Tan Grey
SANDY SILT
-----------------
Very Stiff Tan Grey Brown SANDY SILT
-----------------
Very Hard Tan Grey Black Orange
SANDY SILT
-----------------
Hard----------------
Hard Grey Tan Orange SANDY SILT
Boring Terminated at 10.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.
BORING LOG
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 575OG-NC
BORING NO. B -D
CLIENT: LandtecDevelopment, Inc
DATE: 5-16-16
E AL E
LOCATION:
ELEVATION: 6230
E NG IN EER I NG
DRILLER: HPC Land Services
LOGGED BY: CL
�� `
l o
DRILLING METHOD: 2-1/4" Power Auger
CAVING> 6
File 5750GNC Moorc apePnmcd 6/29/2016,DEPTH TO - WATER> INITIAL: s
DRY
AFTER
24 HOURS:
x
o
N -VALUE
o
w
p
N
PENETRATION
z0
H
¢
?
6
W
RESISTANCE
Q
a °'
2
0
0
0
2
Q
(BLOWS PER FOOT)
SOIL DESCRIPTION
>
J
W v
<
Z
00
U
>
W
F-
g
W
U
Z
Z
�
J
Q
a
W
o
0
10 20 30 40 50 60 70 80 90100+
620
5
615
10
610
15
s05
20
600
25
595
30
590
35
Topsoil
RESIDUAL: Stiff Orange Tan Grey
SANDY SILT
-----------------
Very Stiff Tan Grey Brown SANDY SILT
-----------------
Very Hard Tan Grey Black Orange
SANDY SILT
-----------------
Hard----------------
Hard Grey Tan Orange SANDY SILT
Boring Terminated at 10.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.

PAGE 1 of 1 EAGLE ENGINEERING, INC.
BORING
LOG PROJECT: Moore Farms Active Adult Community
PROJECT NO.; 5750G -NC
BORING
NO. B-E CLIENT: Landtec Development, Inc
E LOCATION:
DATE: 5-16-16
ELEVATION: 6360
E AL
E NG IN
EER I NG DRILLER: HPC Land Services
LOGGED BY: CL
Pdc 5750GNC
•�
Maxc farms
or DRILLING METHOD: 2-1/4" Power Auger
fes` DEPTH TO - WATER> INITIAL: DRY
Date Pnntcd 6 /2 912 0 1 6
AFTER 24 HOURS: CAVING> � 6
0
C
-�
x
o
z
U
Q
IL
o
N
O
z
Q
d
o
w
¢
>
Z
N -VALUE
Z
o >
w
-1 v
a °'
LL) °-'
O v
o w
F<
SOIL DESCRIPTION O 0
w z
Q
Z �
10
20
(BLOWS
30
PENETRATION
RESISTANCE
40
50
PER
60
FOOT)
70
80
90100+
0
J J
J J
To soil
ss5
14
_
RESIDUAL: Stiff Grey CLAYEY SILT
------------------
Very Hard Brown Grey Orange SANDY
58
-
-
-
-
-
5
SILT
sso
Very Hard Red Grey Black SANDY SILT
52
Hard Orange Black Grey SANDY SILT
32-
-
-
Boring Terminated at 10.0'
625
--
----
-
--
----
---
---- -
- -
15
620
- --
-
--
-
-----
- -
-- -
-
20
615
-
--
-
-----
- -
25
610
30
605
35
PAGE 1 of 1 EAGLE ENGINEERING, INC.

y 265
4,
v
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G
v
A
m 260
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v
d
4,
v
N
io
v
Q 255
43
O
C
b
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0
O
% 15
b
G
ro
0 250
t
.i
N
O
A
m
a
'[
4j 20
O
4j
245
N
F
ro
4.1
H
v 25
a
a
0
.1
4J
240
0
w
a
N
.0 30
E
235
F
Topsoil
RESIDUAL: Hard Grey Red Orange
SANDY SILT
PARTIALLY WEATHERED ROCK: Very
Hard Orange Grey Black Red SANDY
SIL_T_______________
Very Hard Red Orange Grey Black Brown
SANDY SILT
— — — — — — — — — — — — — — — — — -
Very Hard Orange Grey Red SANDY SIL
Boring Terminated at 9.9'
44
100 - - - -- - -
100/8 — - -
100/8
PAGE 1 of 1 EAGLE ENGINEERING, INC
QO RI NG LOG
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 5750G -NC
BORANO. B -F
CLIENT: Landtec Development, Inc
DATE: 5-16-16
E t'0 L E
LOCATION:
ELEVATION: 267.0
E N G I N
E E R I NG
DRILLER: HPC Land Services
LOGGED BY: CL
�•��•_'
DRILLING METHOD: 2-1/4" Power Auger
Lc�NC_M-.
DEPTH TO - WATER> INITIAL:
DRY
AFTER
24 HOURS:
s CAVING> 6
Farms
Date Pnnted 6/29/2016
x
o
N -VALUE
o
w
o
a
PENETRATION
z0 ^
H
U)
¢Z
0
za
w
RESISTANCE
a °'
0
0
0
(BLOWS PER FOOT)
Z6
w
SOIL DESCRIPTION
0
¢
>
W `•
w v
a
Z
Z)
U
>
Q
Z
OQZ
1J
CQ
a.
a
a
o
0
10 20 30 40 50 60 70 80 90100+
y 265
4,
v
'1 5
G
v
A
m 260
ro
v
d
4,
v
N
io
v
Q 255
43
O
C
b
.4
0
O
% 15
b
G
ro
0 250
t
.i
N
O
A
m
a
'[
4j 20
O
4j
245
N
F
ro
4.1
H
v 25
a
a
0
.1
4J
240
0
w
a
N
.0 30
E
235
F
Topsoil
RESIDUAL: Hard Grey Red Orange
SANDY SILT
PARTIALLY WEATHERED ROCK: Very
Hard Orange Grey Black Red SANDY
SIL_T_______________
Very Hard Red Orange Grey Black Brown
SANDY SILT
— — — — — — — — — — — — — — — — — -
Very Hard Orange Grey Red SANDY SIL
Boring Terminated at 9.9'
44
100 - - - -- - -
100/8 — - -
100/8
PAGE 1 of 1 EAGLE ENGINEERING, INC

N
Ci
m
W
W
W
P.
v
0
.i
aj
R
0
w
q
N
ri
0 lu 'LU 3u 4u ou uu lu ou yV IUU+
610 J To soil
RESIDUAL: Stiff Red CLAYEY SILT 10
-----------------
Very Stiff Red Orange Brown SANDY 25 - -- -- -
s SILT
605
----------------- - --- ---- - - - - --- - -------
Very Hard Brown Grey SANDY SILT with 83
Rock Fragments
Hard Grey Brown SANDY SILT with Small 44
io Rock - -
s00 Boring Terminated at 10.0'
is
595
20 _-
590
25
585
30 - - -
580
35
575
PAGE 1 of 1 EAGLE ENGINEERING, INC.
BORING LOG
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 5750G -NC
BORING NO. B -G
CLIENT: Landtec Development, Inc
DATE: 5-16-16
E rel G L E
LOCATION:
ELEVATION: 6105
ENG IN EER I NG
DRILLER: HPC Land Services
LOGGED BY: CL
DRILLING METHOD: 2-1/4" Power Auger
'♦r•
DEPTH TO - WATER> INITIAL: -U-DRY
AFTER
24 HOURS:
s CAVING> -L 6
H. 57506-NC_M-,e Parms Date Pnmcd fil29R016
X
o
N -VALUE
o
w
p
N
PENETRATION
z0¢
?
z
w
RESISTANCE
>
Y
>
c7
(BLOWS PER FOOT)
�n
w w
SOIL DESCRIPTION <
0
z
0
U
z
>
W
o"
a�
z
¢
0
Q
Z
0
0
d
0 lu 'LU 3u 4u ou uu lu ou yV IUU+
610 J To soil
RESIDUAL: Stiff Red CLAYEY SILT 10
-----------------
Very Stiff Red Orange Brown SANDY 25 - -- -- -
s SILT
605
----------------- - --- ---- - - - - --- - -------
Very Hard Brown Grey SANDY SILT with 83
Rock Fragments
Hard Grey Brown SANDY SILT with Small 44
io Rock - -
s00 Boring Terminated at 10.0'
is
595
20 _-
590
25
585
30 - - -
580
35
575
PAGE 1 of 1 EAGLE ENGINEERING, INC.

BORING LOG
BORING NO. B-H
E A G L E
ENGINEERING
IF,]. 57500-NC_M— Farms_ D=
I 1 0 1
615
5
610
10
605
15
600
20
595
25
590
30
585
35
Topsoil
RESIDUAL: Firm Dark Red CLAYEY SILT
— — — — — — — — — — — — — — — — — -
Very Stiff Red Orange SANDY SILT
------------------
Hard Red Orange Brown Black SANDY
SILT
------------------
Stiff Red Orange Black White SANDY
SILT
Boring Terminated at 10.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 5750G -NC
CLIENT: Landtec Development, Inc.
LOCATION:
DATE: 5-16-16
ELEVATION: 617.0
DRILLER: HPC Land Services
LOGGED BY: CL
DRILLING METHOD: 2-1/4" Power Auger
6292016
DEPTH TO - WATER> INITIAL: s
DRY
AFTER 24 HOURS:
CAVING> -L 6
X
o
N -VALUE
o
w
F-
Q
N
PENETRATION
K
z
z
w
RESISTANCE
W
C')>
Z)
(BLOWS PER FOOT)
SOIL DESCRIPTION
2
�
Z
o
z
>
o
CQ
Q
z
a
Z
J
CL
d
Topsoil
RESIDUAL: Firm Dark Red CLAYEY SILT
— — — — — — — — — — — — — — — — — -
Very Stiff Red Orange SANDY SILT
------------------
Hard Red Orange Brown Black SANDY
SILT
------------------
Stiff Red Orange Black White SANDY
SILT
Boring Terminated at 10.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.

To soil
RESIDUAL: Hard Red Grey Purple
Orange White SANDY SILT
s10
------------------
Very Hard Red Grey Tan Brown SANDY
5 SILT with Rock Fragments
Very Stiff Grey Orange Red SANDY SILT
s0s
PARTIALLY WEATHERED ROCK: Very
io Hard Grey Brown SANDY SILT
a IHs00
V
0
x
N
.a
ro
trt
c
u
40 595
x
0
43
a
0
G
590
ro
u
N
N
a
a
0
ani
0
0
W 585
q
F
580
is I I II RESIDUAL: Hard Orange Tan Brown
Grey SANDY SILT
PARTIALLY WEATHERED ROCK: Very
20 Hard Orange Tan Brown Grey SANDY
SILT
Boring Terminated at 18.6'
25
1 30
1 35
40
77 - -
29
100/6-
PAGE 1 of 1 EAGLE ENGINEERING, INC
BORING LOG
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 5750G -NC
BORING NO. B -I
CLIENT: Landtee Development, Inc
DATE: 5-16-16
E A G L E
LOCATION:
ELEVATION: 6130
ENG IN EER I NG
DRILLER: HPC Land Services
LOGGED BY: CL
DRILLING METHOD: 2-1/4" Power Auger
CAVING> 13
He 57506-NC_Mwrc farms
Date Primed 6/29/2016
DEPTH TO - WATER> INITIAL: a
DRY
AFTER
24 HOURS:
x
o
N -VALUE
o
w
p
N
PENETRATION
Z
F
z
°w
RESISTANCE
F--
O
o
o
�
(BLOWS PER FOOT)
SOIL DESCRIPTION
z
¢
w
N
z
U
F
>
wv
Q
O
O
U)
Q
z
Z
J
¢
a
a
o
0
10 20 30 40 50 60 70 80 90100+
To soil
RESIDUAL: Hard Red Grey Purple
Orange White SANDY SILT
s10
------------------
Very Hard Red Grey Tan Brown SANDY
5 SILT with Rock Fragments
Very Stiff Grey Orange Red SANDY SILT
s0s
PARTIALLY WEATHERED ROCK: Very
io Hard Grey Brown SANDY SILT
a IHs00
V
0
x
N
.a
ro
trt
c
u
40 595
x
0
43
a
0
G
590
ro
u
N
N
a
a
0
ani
0
0
W 585
q
F
580
is I I II RESIDUAL: Hard Orange Tan Brown
Grey SANDY SILT
PARTIALLY WEATHERED ROCK: Very
20 Hard Orange Tan Brown Grey SANDY
SILT
Boring Terminated at 18.6'
25
1 30
1 35
40
77 - -
29
100/6-
PAGE 1 of 1 EAGLE ENGINEERING, INC

j 625
e
A
m
ro
v
d
m 620
u
10
4J
A
N
0
v
'0 615
0
O
w 15
b
C
ro
b+
a
N
O
Q 610
m
.i
'[
a+ 20
0
N
C
0
m
a
"1 605
ro
N
u
w 25
a
0
0
43
43R
0
w
q
�1 600
N
.I
H 30
595
35
Topsoil
RESIDUAL: Stiff Orange Red SANDY
SILT
PARTIALLY WEATHERED ROCK: Very
Hard Grey Black Orange SANDY SILT
RESIDUAL: Very Hard Tan Orange Black
Red SANDY SILT
------------------
Hard Tan Grey Black Orange SANDY Silt
Boring Terminated at 9.5'
PAGE 1 of 1 EAGLE ENGINEERING, INC.
BORING LOCA
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 5750G -NC
BORING NO. B -J
CLIENT: Landtec Development, Inc
DATE: 5-16-16
E L E
LOCATION:
ELEVATION: 6285
E NG IN E ER I NG
DRILLER: HPC Land Services
LOGGED BY: CL
1�MI.Pnwd
DRILLING METHOD: 2-1/4" Power Auger
CAVING>
rd" 57506-NC� 6/29n0161 DEPTH TO - WATER> INITIAL:
DRY
AFTER
24 HOURS:
g .- 60
X
o
N -VALUE
o
w
t—
o
',
PENETRATION
Z
z
w
RESISTANCE
W11
3:
:Jr
0
—j
(BLOWS PER FOOT)
w
SOIL DESCRIPTION a
z
❑
z
w
❑-
J
W
FC)
C1
CQ
(n
z
Z
J
Q
0-
0
10 20 30 40 50 60 70 80 90100+
j 625
e
A
m
ro
v
d
m 620
u
10
4J
A
N
0
v
'0 615
0
O
w 15
b
C
ro
b+
a
N
O
Q 610
m
.i
'[
a+ 20
0
N
C
0
m
a
"1 605
ro
N
u
w 25
a
0
0
43
43R
0
w
q
�1 600
N
.I
H 30
595
35
Topsoil
RESIDUAL: Stiff Orange Red SANDY
SILT
PARTIALLY WEATHERED ROCK: Very
Hard Grey Black Orange SANDY SILT
RESIDUAL: Very Hard Tan Orange Black
Red SANDY SILT
------------------
Hard Tan Grey Black Orange SANDY Silt
Boring Terminated at 9.5'
PAGE 1 of 1 EAGLE ENGINEERING, INC.

N
4J
-H
u,
To soil
FILL: Firm Red Brown SANDY SILT with 6
Organic - - - -- - - -
Soft Black Gray CLAYEY SANDY SILT S - - - - - -- -
620 5 with Organic
Firm Black Gray CLAYEY SANDY SILT 5
with Organic - — ---
RESIDUAL: Very Stiff Orange Grey Tan 25 -- -- -- _
615 10 Black SANDY SILT
Boring Terminated at 10'
1I--610 I 15
605
BORING LOG
PROJECT: Moore FarmsActweAdultCommunity
PROJECT NO.: 5750G -NC
BORING NO. B -K
CLIENT: LandteeDevelopment, Inc
DATE: 5-18-16
E A G L E
LOCATION:
ELEVATION: 6245
E NG IN EER 1 NG
DRILLER: HPC Land Services
LOGGED BY: ZK
600
�OF-
DRILLING METHOD: 2-1/4" Power Auger
rde 5750G7"!#*I*
d
erz9izme
DEPTH TO - WATER> INITIAL: s
DRY
AFTER
24 HOURS:
s CAVING> 6
25
x
o
N -VALUE
o
w
p
o
PENETRATION
z
z
w
RESISTANCE
>
�^
w
30
Z)
(BLOWS PER FOOT)
IL �
SOIL DESCRIPTION
z
Z
>
W
p
n
U
Fn
wv
Q
O
9
¢
z
z
M
0
-
Q
a
a
o
0
10 20 30 40 50 60 70 80 90100+
To soil
FILL: Firm Red Brown SANDY SILT with 6
Organic - - - -- - - -
Soft Black Gray CLAYEY SANDY SILT S - - - - - -- -
620 5 with Organic
Firm Black Gray CLAYEY SANDY SILT 5
with Organic - — ---
RESIDUAL: Very Stiff Orange Grey Tan 25 -- -- -- _
615 10 Black SANDY SILT
Boring Terminated at 10'
1I--610 I 15
605
20
600
25
595
30
l--590 I 35
PAGE 1 of 1 EAGLE ENGINEERING, INC

0
625
610 20
605
F 600
30
[595
Topsoil
RESIDUAL: Firm Brown Orange SANDY
SILT
-----------------
Very Stiff Tan Black SANDY SILT
-----------------
Very Hard Tan Black SANDY SILT
Boring Terminated at 10.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.
BORING LOG
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 5750G -NC
BORING NO. B -L
CLIENT: Landtec Development, Inc
DATE: 5-18-16
r 6 L E
LOCATION:
ELEVATION: 6285
E NG IN
E S
DRILLER: HPC Land Services
LOGGED BY: ZK
e
�RING
0'j►
DRILLING METHOD: 2-1/4" Power Auger
s CAVING> L- 6
r 57506-NC_MmreFa®
uaternmea erz9na1e
DEPTH TO - WATER> INITIAL: g
DRY
AFTER
24 HOURS:
X
o
N -VALUE
o
w
p
o
PENETRATION
z
O;
Q
g?
z
�
RESISTANCE
J�
O
o
o
z
(BLOWS PER FOOT)
Q i✓o
a- iv
SOIL DESCRIPTION
¢
W v
Q
0
Q
0
Q
z
z
a
a
0
625
610 20
605
F 600
30
[595
Topsoil
RESIDUAL: Firm Brown Orange SANDY
SILT
-----------------
Very Stiff Tan Black SANDY SILT
-----------------
Very Hard Tan Black SANDY SILT
Boring Terminated at 10.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.

1— 615
15
1 20
25
1690
30
585
35
Topsoil
RESIDUAL: Soft Brown Tan Black SAN[
SILT
-----------------
Stiff Orange White Brown SANDY SILT
with Rock Fragments
Very Hard Tan Black SANDY SILT
Boring Terminated at 10.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.
BORING LOG
PROJECT: Moore F., Actwe Adult Community
PROJECT NO.: 5750G -NC
BORING NO. B -Ni
CLIENT: Landtec Development, Inc.
DATE: 5-16-16
E A L E
LOCATION:
ELEVATION: 6185
ENG IN E ER I NG
DRILLER: HPC Land Services
LOGGED BY: CL
DRILLING METHOD: 2-1/4" Power Auger
DEPTH TO - WATER> INITIAL:
DRY
AFTER
24 HOURS:
s CAVING> f-
57500 NC—M-. roans Datc Pnn(M
6/29/2016
Xo
N -VALUE
o
w
1-
o
w
PENETRATION
z
LD
�
Z
o
W
RESISTANCE
o
0
0
(BLOWS PER FOOT)
°'
SOIL DESCRIPTION
z
¢
>�
Lu
u1°'
ov
a
Z
=O
U
>
Q
a
<
Q
Z
Z
�
J
¢
a
o
0
10 20 30 40 50 60 70 80 90100+
1— 615
15
1 20
25
1690
30
585
35
Topsoil
RESIDUAL: Soft Brown Tan Black SAN[
SILT
-----------------
Stiff Orange White Brown SANDY SILT
with Rock Fragments
Very Hard Tan Black SANDY SILT
Boring Terminated at 10.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.

v
43
.i
ro
v
x
4,
w
0
v
V
V
U
b
a
to
a
a
A
at
ro
4.1
v
v
H
v
630
5
625
10
s20
15
615
20
610
25
605
30
600
35
Topsoil
RESIDUAL: Very Stiff Grey Red Orange
SANDY SILT
PARTIALLY WEATHERED ROCK: Very
Hard Black Brown Tan SANDY SILT with
Rock Fragments
Very Hard Brown Grey Black SANDY
SILT
RESIDUAL: Hard Grey Orange Black
SANDY SILT with Rock Fragments
Boring Terminated at 9.9'
PAGE 1 of 1 EAGLE ENGINEERING, INC
BORING LOG
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 5750G -NC
BORING NO. B -N
CLIENT: Landtec Development, Inc
DATE: 5-16-16
E A G L E
LOCATION:
ELEVATION: 633.0
ENG IN
EER 1 NG
DRILLER: HPC Land Services
LOGGED BY: CL
Le-�NC
M-
1'
DRILLING METHOD: 2-1/4" Power Auger
mul 629/201fi
DEPTH TO - WATER> INITIAL:
DRY
AFTER
24 HOURS:
CAVING> L 6
X
o
N -VALUE
o
w~
p
o
PENETRATION
Z
Z
z
j
RESISTANCE
i= >
=
W
C/)¢
.]
>-
(7
J
(BLOWS PER FOOT)
ro
w
SOIL DESCRIPTION
z❑
U
z
❑v
U)Q00
-j
—
CQW
z
z
0�
J
J
M
CL
o
0
1
1 10 20 30 40 50 60 70 80 90100+
630
5
625
10
s20
15
615
20
610
25
605
30
600
35
Topsoil
RESIDUAL: Very Stiff Grey Red Orange
SANDY SILT
PARTIALLY WEATHERED ROCK: Very
Hard Black Brown Tan SANDY SILT with
Rock Fragments
Very Hard Brown Grey Black SANDY
SILT
RESIDUAL: Hard Grey Orange Black
SANDY SILT with Rock Fragments
Boring Terminated at 9.9'
PAGE 1 of 1 EAGLE ENGINEERING, INC

Ol
N
Topsoil
FILL: Soft Red Black SANDY SILT
RESIDUAL: Stiff Red Brown SANDY SILT
5
s20
Stiff Red Orange Yellow SANDY SILT
-------- ----------
Hard Tan Grey Brown SANDY SILT
>.o
615 Boring Terminated at 10.0'
.c 15
v 610
a
ro
o'
a
u
0
A
N
.i
'[
11 20
O 605
v
0
O
N
F
ro
V
N
a1 25
a
0 600
a
V
0
0
w
q
m
.0 30
595
35
PAGE 1 of 1 EAGLE ENGINEERING, INC.
BORING LOG
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 5750G -NC
BORING NO. B -O
CLIENT: Landtec Development, Inc
DATE: ZK
E A G L E
LOCATION:
ELEVATION: 625.5
ENGINEERING
DRILLER: HPC Land Services
LOGGED BY: CL
L=NC-M-.
/®
DRILLING METHOD: 2-1/4" Power Auger
• a�ePmned 6/292016
DEPTH TO - WATER> INITIAL: a
DRY
AFTER
24 HOURS:
g CAVING> f- 55
x
o
N -VALUE
o
w
o
PENETRATION
F-
I—
?w
o
RESISTANCE
L
a
Cz7
J
(BLOWS PER FOOT)
> i�
w �' SOIL DESCRIPTION Q
z
o
z
w
ov
v
wv
¢
O
Ct
¢
z
z
�
J
a
a
0-
o
0
10 20 30 40 50 60 70 80 90100+
Topsoil
FILL: Soft Red Black SANDY SILT
RESIDUAL: Stiff Red Brown SANDY SILT
5
s20
Stiff Red Orange Yellow SANDY SILT
-------- ----------
Hard Tan Grey Brown SANDY SILT
>.o
615 Boring Terminated at 10.0'
.c 15
v 610
a
ro
o'
a
u
0
A
N
.i
'[
11 20
O 605
v
0
O
N
F
ro
V
N
a1 25
a
0 600
a
V
0
0
w
q
m
.0 30
595
35
PAGE 1 of 1 EAGLE ENGINEERING, INC.

Ti 625
U
.i
v
G
it
m
A
N
ro
v 620
v
u
10
a
v
A
N
O
q 616
b
O
15
v
ro
b�
e
r♦
u
Ao 610
m
'[
41 20
0
A
0
0
m 605
C
ro
13
H
m 25
a
e
0
Y
0
O
`4 600
a
F 30
595
F
Topsoil
RESIDUAL: Stiff Brown Orange Tan
SANDY SILT
PARTIALLY WEATHERED ROCK: Very
Hard Brown Orange Tan SANDY SILT
Boring Terminated at 8.9'
PAGE 1 of 1 EAGLE ENGINEERING, INC,
""RING LOG
UAW
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 575OG-NC
BORING NO. E -P
CLIENT: Landtec Development, Inc
DATE: 5-18-16
E A G L E
LOCATION:
ELEVATION: 6280
E N G I N
E E R I NG
DRILLER: HPC Land Services
LOGGED BY: ZK
t
DRILLING METHOD: 2-1/4" Power Auger
CAVING> L- 56
F§Ic 57506-NC_MwreF—
Dalc1'nmcd 6/29/2016,DEPTH
TO - WATER> INITIAL:
DRY
AFTER
24 HOURS:
s
X
o
N -VALUE
o
w
F
p
,
PENETRATION
Z
O ,
¢
z
Z
w
RESISTANCE
L
-j
(BLOWS PER FOOT)
>
w
SOIL DESCRIPTION
Q
z
o
v
z
v
0O
O
z
w
¢
U)¢
Z
J
Q
d
a-
0
0
10 20 30 40 50 60 70 80 90100+
Ti 625
U
.i
v
G
it
m
A
N
ro
v 620
v
u
10
a
v
A
N
O
q 616
b
O
15
v
ro
b�
e
r♦
u
Ao 610
m
'[
41 20
0
A
0
0
m 605
C
ro
13
H
m 25
a
e
0
Y
0
O
`4 600
a
F 30
595
F
Topsoil
RESIDUAL: Stiff Brown Orange Tan
SANDY SILT
PARTIALLY WEATHERED ROCK: Very
Hard Brown Orange Tan SANDY SILT
Boring Terminated at 8.9'
PAGE 1 of 1 EAGLE ENGINEERING, INC,

35
PAGE 1 of 1 EAGLE ENGINEERING, INC.
E30RING
LOG PROJECT: Moore Farms Active Adult
Community PROJECT NO.: 5750G -NC
BORING
NO. B -Q CLIENT: Landtec Development, Inc.
G L E LOCATION:
DATE: 5-18-16
ELEVATION: 6110
E A
ENG IN
EER I NG DRILLER: HPC Land Services
LOGGED BY: 7_K
LL s7snc-Nc'_M�
r•
DRILLING METHOD: 2-1/4" Power
��Date nlcd 6292016 DEPTH TO - WATER> INITIAL:
Auger
DRY AFTER 24 HOURS: CAVING> � 59
o
i—
O
Z
w
o
::)Z0
O
cr-
F
o
Q
J
x
p
z
U
F--
J
g
o
z
cn
d
o
w
Q
>
Z
N -VALUE
Z
LD
W
_j
W
0-�
LU
SOIL DESCRIPTION M
10
20
30
PENETRATION
(BLOWS
40
RESISTANCE
50
PER
60
FOOT)
70
80
90100+
0
JTo
soil
s,o
7
RESIDUAL: Firm Red Purple Yellow
SANDY SILT
-
-
-
--
-
Very Hard Gray Orange Brown Yellow
65
5
SANDY SILT
s05
89
-
— — — — — —
Hard Gray Orange Brown Yellow SANDY
40
10
SILT
Boring Terminated at 10.0'
600
15
595
-
-
-
--
- —
- --
- —
-
--
20
590
- -
- -- -
-
---
-----
--
-- -
-
25
585
-
-
-
-----
-
---
---
--
30
580
-
--
-
--
- —
-
-
--
--
-
-
35
PAGE 1 of 1 EAGLE ENGINEERING, INC.

v
A
V
O
C
b
0
O
N
b
q
ro
01
0
0
O
A
w
.a
x
4i
O
V
a
0
O
m
C
rl
ro
41
u
w
P,
a
0
a
4.�
0
w
a
BORING LOG
BORING NO. B -R
E A G L E
ENGINEERING
z
F-
- w
w o
I— 605 1
ik600
10
I— 590 �
15
11-585 F
1 ~ 580 1 25
—
1-575 30
1-570 35
Dal.
Topsoil
RESIDUAL: Very Stiff Red Orange
SANDY SILT
-----------------
Hard Red Orange SANDY SILT
-----------------
Hard Grey Black Orange Tan SANDY
SILT
-----------------
Very Hard Grey Brown Black SANDY
SILT
Boring Terminated at 10.0'
18
PROJECT: Moore Farms Active Adult Community
PROJECT NO.: 5750G -NC
CLIENT: Landtec Development, Inc
LOCATION:
DATE: 5-18-16
ELEVATION: 6050
DRILLER: HPC Land Services
LOGGED BY: ZK
DRILLING METHOD: 2-1/4" Power Auger
DEPTH TO - WATER> INITIAL: Q
DRY
AFTER 24 HOURS:
s CAVING> L- 55
6n9n016
X
o
N -VALUE
o
w
67
p
a
PENETRATION
~¢
g
?
z
w
RESISTANCE
wJ3:J
(3
J
(BLOWS PER FOOT)
SOIL DESCRIPTION
Q
Z
o
z
0
C
¢
z
Z
J
0
d
Topsoil
RESIDUAL: Very Stiff Red Orange
SANDY SILT
-----------------
Hard Red Orange SANDY SILT
-----------------
Hard Grey Black Orange Tan SANDY
SILT
-----------------
Very Hard Grey Brown Black SANDY
SILT
Boring Terminated at 10.0'
18
46
43
67
PAGE 1 of 1 EAGLE ENGINEERING, INC.

A
41
0
r
b
0
0
x
N
v
C
to
b�
q
N
0
A
43x
0
4J
G
0
N
F
to
to
.0
u
m
a
a
0
.J
0
0
w
c
ro
x
H
PAGE 1 of 1 EAGLE ENGINEERING, INC.
BORING
LOG
PROJECT: Moore Farms Active Adult Community PROJECT NO.: 5750G -NC
It
BORING
NO. B -S
G L E
CLIENT: Landtec Development, Inc. DATE: 5-18-16
LOCATION: ELEVATION: 6365
E A
E NG IN
EER 1 NG
DRILLER: HPC Land Services LOGGED BY: ZK
He 5750G
-NC_+ C�
•�Date P—W 629/2016
DRILLING METHOD: 2-1/4" Power Auger
DEPTH TO - WATER> INITIAL: s DRY AFTER 24 HOURS: s CAVING> f- 68
SOIL DESCRIPTION
�n
o
<
w
¢
z
z
O
W
:j
o
(3
J
x
Wo
z
>-
CQ
Q
a
o
N
z
z
Eo -
<
d
o
W
z
N -VALUE
Z
O
>
Eli N
�
W
w °
�
10
20
(BLOWS
30
PENETRATION
RESISTANCE
40
50
PER
60
FOOT)
70
80
90100+
0
J
To soil
635
13
RESIDUAL: Stiff Red Orange Brown
SANDY SILT
-----------------
Hard Brown SANDY SILT
33
5
630
PARTIALLY WEATHERED ROCK: Very
100/8
Hard Tan Brown Black SANDY SILT
-
100
_
---
10
-
-
Boring Terminated at 9.5'
625
15
620
--
-- -
---
- -
- --
- --
- - --
--
20
615
25
610
30
605
35
PAGE 1 of 1 EAGLE ENGINEERING, INC.

NOMENCLATURE AND SYMBOLS
PENETRATION RESISTANCE RESULTS
UNDISTURBED SAMPLE (UD recovered)
NO. OF BLOWS, N APPROXIMATE
RELATIVE DENSITY
UNDISTURBED SAMPLE (UD not recovered)
•
STANDARD PENETRATION RESISTANCE (ASTM -D 1589-77)
100/2"
Number of blows (100) to drive the spoon a number of inches (2")
AX,BX,NX
Core barrel sizes (1 1/8", 1 5/8", 2 1/8" diameter)
65%
Percentage of rock core recovered
RQD
ROCK QUALITY DESIGNATION of core segments > 4" long
_
Water Table at least 24 hours after drilling
_—
Water Table one hour or less after drilling
-
Loss of Drilling Water
PENETRATION RESISTANCE RESULTS
SANDS
NO. OF BLOWS, N APPROXIMATE
RELATIVE DENSITY
0-4 VERY LOOSE
5-10 LOOSE
11-20 FIRM
21-30 VERY FIRM
31-50 DENSE
OVER 50 VERY DENSE
APPROXIMATE
CONSISTENCY
SILTS &
CLAYS
0 — 1 VERY SOFT
2-4 SOFT
5-8 FIRM
9-15 STIFF
16-30 VERY STIFF
31-50 HARD
OVER 50 VERY HARD
DRILLING PROCEDURES
Soil sampling and standard penetration testing performed in accordance with ASTM -D 1586-87. The
standard penetration resistance is the number of blows of a 140 pound hammer falling 30 inches to drive a
2 inch OD, 1.4 inch LD Split Spoon Sampler one foot. Core drilling is completed in accordance with
ASTM D 2113-62T. The undisturbed sampling is completed in accordance with ASTM D 1587-67

'
PROJECT: Waxhaw-Indian Trail Road
L�
15
Union County, NC
TEST BORING RECORD B-1
PROJECT No.:
ELEVATION: Existing
DRILLING METHOD:
NOTES:
E4-TKO6.300
Ground Surface
2-114" ID Hollow stem
Drilling Services Provided by Bore and Core
30-
LOGGED BY:
BORING DEPTH:
DRILL RIG:
David Salks
18.8 FEET
Dietrich 050
DATE DRILLED:
WATER LEVEL:
11/18/05
Dry @ TOB Dry @ 1 day
v
T 0
W V a 0 SOIL DESCRIPTION
W J
�>
CL x
STANDARD PENETRATION TEST DATA
u -
❑
<J
(Blows/ft)
a
m
TOPSOIUGRASSMAT
10 30 50 7o 9
—
CULTIVATED 501L. Orangeish Brown Clayey Fine
Sandy SILT
PARTIALLY WEATHERED ROCK: When Sampled
17
0/0 4
Becomes Brown Fine Sandy SILT
®
010.2
5
5
0/0.3
®
010.3
10
10
Becomes Orangeish Tan Fine to Medium Sandy
15 SILT
20 —i I tionng was terminated at
observed at 11 feet
25
30
:d
L�
15
was
20
25
30-
35
3
c�
0
J
d DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
$LOCATIONS.
r DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
m DISTANCES OR QUANTITIES.
in
of 1
35
_ ESPA1Yo C;0les, P.A.
372 Crompton Sr.
Charlorle, NC 28273 [phone]

' P'ROJECT: Waxhaw-Indian Trail Road
Union County, NC TEST BORING RECORD B-2
PROJECT No.: ELEVATION: Existing DRILLING METHOD; NOTES:
E4-TK06.300 Ground Surface 2-1/4" ID Hollow stem Drilling Services Provided by Bore and Core
LOGGED BY: BORING DEPTH: DRILL RIG:
David Salks 18.5 FEET Dietrich D50
DATE DRILLED: WATER LEVEL:
11/18/05 Dry @ TOB Dry @ 1 day
= U
_J
w ° O
SOIL DESCRIPTION
� j
d
a
STANDARD PENETRATION TEST DATA
ul
wD "
4
(Blows/ft) m
TOPSOIL/GRASSMAT
i0 30 50 70
CULTIVATED SOIL: Yellowish Tan SILT
RESIDUUM. Very Stiff Yellowish Tan SILT
23
Very Hard Yellowish Tan SILT
5
92
5
PARTIALLY WEATHERED ROCK: When Sampled
Becomes Yellowish Tan SILT
0/0.
0/0.
10
10
15
20 —I coring was terminated at 18.5 feet. Hole cave -In was
observed at 11 feet.
25
im
9
N
F
O
M" 35
5
0
15
20
25-
30-
35
5•30-
35
vcr n 1V1rh0UKtnntty I ti AKE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING ssr.l:rnc,nres, r r_
LOCATIONS
-` DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
r DISTANCES OR QUANTITIES 372CromptonSt
Chorlotte. NC 28273 [phone]
1
0

TEST BORING RECORD B-3
NOTES:
Drilling Services Provided by Bore and Core
t_ ~ a- O W w J STANDARD PENETRATION TEST DATA ti
w ° o SOIL DESCRIPTION r o_ a~. g
O ¢ o " (Blows/ft} m
41
10
15
TOP50JUGRASSMAT
PROJECT:
Waxhaw-Indian Trail Road
10
Union County, NC
PROJECT No.:
TION: Existing
DRILLING METHOD:
E4 -7K06.300
Surface
2-1/4" ID Hollow stem
LOGGED BY:
G DEPTH:
J85
DRILL RIG:
David.Sallrs
ET
Dietrich D50
DATE DRILLED:
WATER LEVEL:
11/17/05
Dry @ TOB Dry @ 1 day
U
TEST BORING RECORD B-3
NOTES:
Drilling Services Provided by Bore and Core
t_ ~ a- O W w J STANDARD PENETRATION TEST DATA ti
w ° o SOIL DESCRIPTION r o_ a~. g
O ¢ o " (Blows/ft} m
41
10
15
TOP50JUGRASSMAT
10
30
5a
70
CULTIVATED SOIL: Tan Fine to Medium Sandy
SILT
RESIDUUM Very 5hff Yellowish -Tan Fine to
Medium Sandy SILT
[62
Very Hard Yellowish -Tan Fine to Medium Sandy
SILT
5
51
A1C.-
®
PARTIALLY WEATHEREDROCK. When Sampled
Becomes Yellowish -Tan SILT with Manganese
0/0 3
Stains
10
tjonng was terminated at 18.5 feet. Hole cave-in was
201 1 observed at 9 feet.
25
30
35 ` l --
g
0
0
1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
8 LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
DISTANCES OR QUANTITIES
f
15
20
25
30
35
atESPAaavnott1,A
.............
37Crompmn Sr.-• ~r
Charlorre, NC28273 1704) 504-l0I5
.0

PROJECT: Waxhaw-Indian Trail Road
Union County, NC
TEST BORING DECOR® B-4.
PROJECT No.: ELEVATION: Existing DRILLING METHOD;
NOTES:
E4-TKO6 300 Ground Surface 2-1/4" ID Hollow
stem
Drilling Services Provided by Bore and Core
LOGGED BY: BORING DEPTH: DRILL RIG:
David Salks 18.9 FEET Dletnch 050
DATE DRILLED: WATER LEVEL:
11/17/05 Dry @ TOB Dry @ 1 day
= U
O
SOIL DESCRIPTION
1`-j
4
II
�
STANDARD PENETRATION TEST DATA u.
0
o `
(Blows/ft) a.
in
TOPSOILIROOTMAT
rQ
10 30 50 709
RESIDUUM. Very Stiff Tan SILT
24
5
29
5
23
Very Hard Tan Fine to Medium Sandy SILT
10
81
10
�tC _
15 I rJ r' I Becomes Tan Fine to Medium Sandy SILT
esonng was terminated at 18.9 feet. Hole cave-in was
20 observed at 11.3 feet
25
30
a
m 35
5
15
20-
25-
30-
35—
E
0•25 -30-35—
v
R
J
I
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
LOCATIONS.
S
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
m DISTANCES OR QUANTITIES.
E
_ - ESP A�aodares, l:A.
372 Cromplon St
Charlotte, NC 28273 [phone]
4

5
Becomes Tan Fine to Coarse Sandy SILT
Manganese Stains
10
15-1111 Manganese Stains
Becomes Tan Fine to Coarse Sandy SILT With
Man anese Stains
20 Bonng was terminated at 18.5 feet. Hole cave-in was
observed at 11.4 feet.
25
30
PROJECT:
Waxhaw-Indian Trail Road
_
Union County, NC
14
TEST BORING RECORD�3-5
®16010,
PROJECT No.:
ELEVATION: Existing
DRILLING METHOD:
NOTES:
E4-TK06.300
Ground Surface
2-114" ID Hollow stem
Drilling Services Provided by Bore and Core
LOGGED BY:
BORING DEPTH:
DRILL RIG:
Bulk sample S-1 obtained from cuttings from 1 0 to 13 5 feet
David SalkS
18.5 FEET
Dietrich D50
below existing ground
DATE DRILLED:
WATER LEVEL:
11/17/05
Dry @ TOB Dry @ 1 day
46010.
U
!- .? 2 O
CL4 0
SOIL DESCRIPTION
W W
H j
a
F' --
a
STANDARD PENETRATION TEST DATA
w
o
10
a "
(Blowslft)
TOPSOIUROOTMAT
t 0 30 50 70
9 _
RESIDUUM Stiff Tan Fine to medium Sandy SILT
With Manganese Stains
5
Becomes Tan Fine to Coarse Sandy SILT
Manganese Stains
10
15-1111 Manganese Stains
Becomes Tan Fine to Coarse Sandy SILT With
Man anese Stains
20 Bonng was terminated at 18.5 feet. Hole cave-in was
observed at 11.4 feet.
25
30
P-1160
ONE
T 1 20
25
30
35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
$ ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
LOCATIONS,
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
m DISTANCES OR QUANTITIES.
1
arE
fr rr r L vin rap • rin,rnrnp
y 371 Crompton St
Chvrlone. NC 18173 [phone]
61
14
®16010,
5-
46010.
O/0.
10
P-1160
ONE
T 1 20
25
30
35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
$ ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
LOCATIONS,
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
m DISTANCES OR QUANTITIES.
1
arE
fr rr r L vin rap • rin,rnrnp
y 371 Crompton St
Chvrlone. NC 18173 [phone]
61

FEST BORING RECORD B-6
NOTES: --
Drilling Services Provided by Bore and Core
~ O J J y STANDARD PENETRATION TEST DATA a
IL
SOIL DESCRIPTION tW > a
L ¢ a (Blows/ft) m
Becomes Whiteish Tan SILT
5
10
15 I ooring was terminated at 1
observed at 8 feet
20
w•M1
30
10 30 50 70
® 010.3
® 0/0.5
5
® 010.4
10
was
15
20-
25-
30-
35
0-
25-30-
35
0
0
J
CL DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
LOCATIONS.
r DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
m DISTANCES OR QUANTITIES.
r-
PAGE- i of
F,SP,1 �tauarr�, P.A.
'"• - i r .e, ,ter • . � r • ni�.� .
- 372 Crompton St
Charlotte NC 28273 (704) SO4-1QIS
a
' PkOJECT:
WaxhaW-Indian Trail Road
_
Union County, NC
PROJECT No.:
ELEVATION: Existing DRILLING METHOD:
E4-TK06 300
Ground Surface 2-1/4" ID Hollow stem
LOGGED BY:
BORING DEPTH: DRILL RIG:
David Salks
13.6 FEET Dietrich D50
DATE DRILLED:
WATER LEVEL:
11/18/05
Dry @ TOB Dry a@ 1 day
O
FEST BORING RECORD B-6
NOTES: --
Drilling Services Provided by Bore and Core
~ O J J y STANDARD PENETRATION TEST DATA a
IL
SOIL DESCRIPTION tW > a
L ¢ a (Blows/ft) m
Becomes Whiteish Tan SILT
5
10
15 I ooring was terminated at 1
observed at 8 feet
20
w•M1
30
10 30 50 70
® 010.3
® 0/0.5
5
® 010.4
10
was
15
20-
25-
30-
35
0-
25-30-
35
0
0
J
CL DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
LOCATIONS.
r DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
m DISTANCES OR QUANTITIES.
r-
PAGE- i of
F,SP,1 �tauarr�, P.A.
'"• - i r .e, ,ter • . � r • ni�.� .
- 372 Crompton St
Charlotte NC 28273 (704) SO4-1QIS
a

OROJECT:
PROJECT No.:
E4-TK06300
LOGGED BY:
David Salks
DATE DRILLED:
11/18/05
U
S =
a ao
QJ
5
10
Waxhaw-Indian Trail Road
Union County, NC
ELEVATION: Existing DRILLING METHOD.
Ground Surface 2-114" ID Hollow stem
BORING DEPTH: DRILL RIG:
14.3 FEET Dietrich D50
WATER LEVEL:
Dry @ TOB Dry @I day
TEST BORING RECORD B-7
NOTES:
Drilling Services Provided by Bore and Core
SOIL DESCRIPTION j a. a STANDARD PENETRATION TEST DATA U
Becomes Reddish Orange Fine Sandy SILT
15 Boring was terminated at 1
observed at 8 feet,
D253020-
25-
30
35
cave-in was
►il
J
0 "
(Blows/ft)
i0 30 50 709
m
19
®
01/00
5
®16010.
®
nin
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
$ LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
DISTANCES OR QUANTITIES.
10
15
20-
25 -
30 —
35 —
- ESPA��oef'arre,
372 Crompton Sr
Chorlone, NC 28273 1`704) 504-1015

0
h
N
a
TEST BORING RECORD E-8
NOTES:
Drilling Services Provided by Bore and Core
~ ip x O J Z STANDARD PENETRATION TEST DATA u -
W a 0 SOIL DESCRIPTION r> CL a r o.
o " "' ¢ a v (Blows/ft) rn
Medium Sandy 51LT
Very Hard Pink Fine to
5
to
10 I r� Becomes Yellowish -Tan Fine to Medium Sandy SILT
15 — I t3onng was terminated at 14 2 feet Hole cave-in was
observed at 8 feet.
20
25
30
'9 35
3
0
.J
' PROJECT:
Waxhaw-Indian Trail Road
30
Union County, NC
70
PROJECT No.:
ELEVATION: Existing DRILLING METHOD:
E4-TK06.300
Ground Surface 2-1/4" ID Hollow stem
LOGGED BY:
BORING DEPTH: DRILL RIG:
29
David Salks
14 2 FEET Dietrich D50
DATE DRILLED:
ATER LEVEL:
11/17/05
T�Dry@ TOB Dry @I day
U
0
h
N
a
TEST BORING RECORD E-8
NOTES:
Drilling Services Provided by Bore and Core
~ ip x O J Z STANDARD PENETRATION TEST DATA u -
W a 0 SOIL DESCRIPTION r> CL a r o.
o " "' ¢ a v (Blows/ft) rn
Medium Sandy 51LT
Very Hard Pink Fine to
5
to
10 I r� Becomes Yellowish -Tan Fine to Medium Sandy SILT
15 — I t3onng was terminated at 14 2 feet Hole cave-in was
observed at 8 feet.
20
25
30
'9 35
3
0
.J
0-I DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
c� ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
$ LOCATIONS.
O
F- DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
m DISTANCES OR QUANTITIES.
�
15
20
25
30
35
oMuciares, P.4.
.wR, � ,n,y•� nll•C •�Jpnnrtr
T 372 Crompton St
Charlotte, NC 28273 [phone]
10
30
50
70
9(
29
61
5
61
H
f0
0-I DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
c� ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
$ LOCATIONS.
O
F- DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
m DISTANCES OR QUANTITIES.
�
15
20
25
30
35
oMuciares, P.4.
.wR, � ,n,y•� nll•C •�Jpnnrtr
T 372 Crompton St
Charlotte, NC 28273 [phone]

' PPOJECT:
Waxhaw-Indian Trail Road
Union County, NC
No.:
ELEVATION: Existing DRILLING METHOD:
0
EEB
Ground Surface 2-1/4" ID Hollow stem
Y:
BORING DEPTH: DRILL RIG:
5
13 5 FEET Dietrich D50
DATE DRILLED:
WATER LEVEL:
11/17/05
Dry @ TOB Dry @I day
U
Ali
TEST BORING RECORD B-9
NOTES:
Drilling Services Provided by Bore and Core
a acs �_, w r
a - I 501E DESCRIPTION ¢ wCL
n~ STANDARD PENETRATION TEST DATA
� ¢ 0 `" (Blows/ft) m
SIL
5
10
15—+ oonng was termrn,
I observed at 8 feet_
20
25
30
35
to
cave-in was
rn
10 30 50 70 9
10
57
5
53
Ali
10
12
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
$ ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
M LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
m DISTANCES OR QUANTITIES.
15
20
25
30
35
377 Cromplon Sr. ^ •(
Chwlorte, NC 28273 (704) 504-105

'
PROJECT: Waxhaw-Indian Trail Road
Union County, NC
10
PROJECT No.: ELEVATION: Existing DRILLING METHOD:
30
E4-TK06-300 Ground Surface 2-1/4" ID Hollow stem
70
LOGGED BY: BORING DEPTH: DRILL RIG:
David Salks 15 FEET Dietrich D50
DATE DRILLED: WATER LEVEL:
11/17105 Dry @ TOB Dry @ 1 day
U
TEST BORING RECORD B-9®
NOTES:
Drilling Services Provided by Bore and Core
z z wa w
n O
SOIL DESCRIPTION 2 w a. d� STANDARD PENETRATION TEST DATA u
0 � - ¢ a (Blows/ft)
,Sandy SILT
RESIDUUM: Very Stiff Reddish Brom
Sandy SILT With Manganese Stains
5
10
Manganese Stains
15 Boring was terminated at 15 feet. Hole cave-, was
observed at 8 feet.
20
25
30
35
21 DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
LOCATIONS.
r DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
m
DISTANCES OR QUANTITIES.
r -
I
2D
25
30
35
ESP As�acrotea, !'.A,
..c+...is •.....nny • rr.,. ane
372 Crompton St
Charlotte, NC 28273 [phone]
42
rn
10
30
50
70
9
17
28
5
j�
16
2
1
10
21 DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
LOCATIONS.
r DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
m
DISTANCES OR QUANTITIES.
r -
I
2D
25
30
35
ESP As�acrotea, !'.A,
..c+...is •.....nny • rr.,. ane
372 Crompton St
Charlotte, NC 28273 [phone]
42

PROJECT:
Waxhaw-Indian Trail Road
50
Union County, NC
PROJECT No.:
ELEVATION: Existing DRILLING METHOD:
E4-TK06.300
Ground Surface 2-114" ID Hollow stem
LOGGED BY:
BORING DEPTH: DRILL RIG:
David Salks
20 FEET Dietrich D50
DATE DRILLED;
WATER LEVEL:
11/17/05
Dry @ TOB 13.5 @1 day
T Q
g
TEST BORING RECORD E-1'
NOTES: -
Drilling Services Provided by Bore and Core
_ r �J W
w x 01 O SOIL DESCRIPTION ti j o- 0. STANDARD PENETRATION TEST DATA LL
o 0 � _ o `" (Blows/ft) m
5
Manganese Stains
10 Manganese Stains
15 Manganese Stains
111 Medium Sandy SILT
20 Boring was terminated at 20 feet. Hole cave -In was
observed at 14 feet.
25
041
OI
m 35
5
glNl „L�.I��ili'lll4
0
0
J
R DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
$ ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
n DISTANCES OR QUANTITIES
PAGE. 1 of 1
25
30
35
ES'PAcmcrarrc, J!A.
372 G ompton Sr
Charlotte, NC 28273 (704) .504-1015
rn
10 30
50
709
14
9
5
g
7
10
glNl „L�.I��ili'lll4
0
0
J
R DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
$ ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
n DISTANCES OR QUANTITIES
PAGE. 1 of 1
25
30
35
ES'PAcmcrarrc, J!A.
372 G ompton Sr
Charlotte, NC 28273 (704) .504-1015

' PR'OJECT: Waxhaw-Indian Trail Road
Union County, IVC TEST BORING RECORD B-1 2
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-TK06.300 Ground Surface 2-114" ID Hollow stem Drilling Services Provided by Bore and Core
LOGGED BY: BORING DEPTH: DRILL RIG:
David Salks 13.7 FEET Dietrich D50
QATE DRILLED: WATER LEVEL.
11/18/05 Dry @ TOB Dry @ 1 day
Z _U
oiL
W O
SOIL DESCRIPTION
a
¢ w
uj
J
(
z
STANDARD PENETRATION TEST DATA
u
o
J
¢
o
(Blows/R)
a
TOPSOIUGRASSMAT
rn
to ao so 709
CULTIVATED SOIL: Reddish Brown Clayey Fme to
Medium Sandy SILT
9
RESIDUUM. Very Stiff Reddish Brown Clayey Fine
to Medium Sandy SILT
5
27
5
Hard Yellowish Tan SILT
41
PARTIALLY WEATHERED ROCK: When Sampled
®
Becomes Tannish-Yellow SILT
010
10
10
15
20
25
30
Boring was terminated at 13.7 feet Hole cave -m was
observed at 7 feet.
m 35 i J
0
0
J
2 DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
s ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
M LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
n DISTANCES OR QUANTITIES
15
20
25
30
35
t ESAA.r;ucraret, P.A.
_ r,pnnnnp •mann rm.�.p
372 Crompton S!
Charlotte, NC 28271 [phone]
3

Y
PkOJECT:
PROJECT No.:
E4-TKO6-300
LOGGED BY:
David Salks
DATE DRILLED:
11/18105
= �.T
1:
Q
I.7
Waxhaw-Indian Trail Road
Union County, NC
ELEVATION: Existing DRILLING METHOD:
Ground Surface 2-1/4" ID Hollow stem
BORING DEPTH: DRILL RIG:
14 FEET Dietrich D50
WATER LEVEL:
Dry @ TOB Dry @I day
FEST BORING RECORD B-1 3
NOTES: `-
Drilling Services Provided by Bore and Core
uj
SOIL DESCRIPTION j o o~. r STANDARD PENETRATION TEST DATA LL
Manganese Stains
10 —1 1 1 1 Manganese
Becomes Orangeish Red Fine Sandy SILT With -
15 Manganese Stains
Boring was terminated at 14 feet- Hole cave-in was
observed at 6.5 feel
20
25
30
35
2+ DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
M8 LOCATIONS.
81
Y DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
D DISTANCES OR QUANTITIES.
W
WE!
20
25
30
35
_ -ESP As�n�iorar�P. A.
_ . r n....r • nn.r..r • ri.w...r
371 Crompton St_
Charlotte. NC 28273 (704) 504.10/5
Q
p "
{Blows/ft)
10
30
50
70
9
m
12
39
5
_HG
49
0
6
10
2+ DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
M8 LOCATIONS.
81
Y DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
D DISTANCES OR QUANTITIES.
W
WE!
20
25
30
35
_ -ESP As�n�iorar�P. A.
_ . r n....r • nn.r..r • ri.w...r
371 Crompton St_
Charlotte. NC 28273 (704) 504.10/5

25
30
W 35 I I
3
0
0
J
RDEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
S ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
m DISTANCES OR QUANTITIES.
1
25
30
35
_ ESP A.�Tnctnlra. P.A.
372 Crompton Sl.
Charlotte, NC 28273 [phone]
POtO.lECT: Waxhaw-Indian Trail Road
Union County, NC BEST BORING RECORD D-'!4
PROJECT No.; ELEVATION: Existing DRILLING METHOp: NOTES:
E4-TK06.300 Ground Surface 2-1/4" ID Hollow stem Drilling Services Provided by Bore and Core
LOGGED BY: BORING DEPTH: DRILL RIG:
David Salks 18.5 FEET Dietrich D50
DATE DRILLED: WATER LEVEL:
11/17105 Dry @ TOB X 110 @1 day
U
_
°
J W
O SOIL DESCRIPTION tw- j a a STANDARD PENETRATIO
o
o" (Blows/ft)
TOPSOIUGRASSMAT io $04709
RESIDUUM: Very Stiff Tan Fine Sandy SILT
011
16
Hard Tan Fine Sandy SILT
5
42
5
Very Hard Tan Fine Sandy SILT
50
Hard Tan Fine Sandy SILT
10—,32
10
PARTIALLY WEATHERED ROCK: When Sampled
010.:
Becomes Tan SILT (possible Lightweight)
15
-hr— 15
Boring was terminated at 18.5 feet. Hole cave-in was
0/0.0
observed at 15 feet.
20
20
25
30
W 35 I I
3
0
0
J
RDEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL
S ARRANGEMENTS OF THE SOIL TYPES ENCOUNTERED AT THE BORING
LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF
m DISTANCES OR QUANTITIES.
1
25
30
35
_ ESP A.�Tnctnlra. P.A.
372 Crompton Sl.
Charlotte, NC 28273 [phone]