SW3170503 (9)

FMIAY 4 2017,
TM
I
REPORT
OF
SUBSURFACE EXPLORATION
AFTON RIDGE INDUSTRIAL
CONCORD, NORTH CAROLINA
ECS PROJECT NO. 08-10919
JUNE 263 2015

Report of Subsurface Exploration Mr. Jon Wilson
Afton Ridge Industrial Childress Klein Properties
Concord, North Carolina ECS Project No. 08-10919
Page 14 June 26, 2015
In some instances it may be acceptable for low plasticity (LL<50 and PI<20) fine grain soils to be
used in MSE Wall construction. However, the use of fine-grained soils can result in poor internal
and surface drainage, as well as time dependent movements of the MSE Wall and related
components. If fine grained low plasticity soils are used for MSE Wall backfill, we recommend
additional internal drainage such as a chimney drain should be incorporated into the final wall
design.
The preceding paragraphs and tables are intended to provide a general overview of the design
and construction of the MSE Walls. Specific guidance regarding the design and construction of
MSE Walls can be found in the current edition of the NCMA Design Manual for Segmental
Retaining Walls. The information provided above does not alleviate the MSE Wall designer from
any aspect of the design including selection of shear strength parameters, internal wall stability,
external wall stability, global stability or settlement estimates.
5.11. Reuse of On-site Cut Soils
The existing on-site soils are generally acceptable for re -use across the site. However, Borings
B-21, B-22, B-23, P-46, P-47, and P-48 have MH soils in proposed cut areas as shown in the
Boring Location Diagram (Figure 2) located in the Appendix. Laboratory test results indicate that
the natural moisture content of anticipated cut materials may vary between 24.3 and 31.7
percent. The natural moisture contents are anticipated to be near optimum moisture content;
however, moisture conditioning of on-site soils may be required. ECS can provide further
recommendations for moisture conditioning of the on-site soils upon request. Soils with USCS
group symbol of MH may be used in deeper fills (greater than 4 ft) with the additional
requirement that they remain stable beneath heavy construction traffic. The sequencing during
the grading of the site should be taken into consideration in order to place the MH soils in the
deeper fill areas.
5.12. Deep Fills & Settlement Monitoring
ECS anticipates that fills of up to 29 feet will be required at the site. ECS recommends that
settlement hubs be placed within areas receiving more than 15 feet of fill to monitor
consolidation of the fill and residual materials. The frequency of monitoring should be on a
weekly basis, but this should be adjusted as necessary by the geotechnical engineer based
upon fill placement rates and settlement rates. Typically, the settlement rates will accelerate
during the fill placement, and start tapering off shortly after stopping any fill placement. ECS
recommends a minimum timeline between 45 and 60 days to monitor the consolidation upon
completion of fill placement. Upon reaching a tolerable settlement rate, foundation construction
may begin. Alternatively, compaction requirements may be increased in order to reduce the
consolidation time during construction.

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 15
CONSTRUCTION CONSIDERATIONS
6.1. Site Preparation
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
Prior to construction, the proposed construction area should be stripped of all topsoil, organic
material, construction debris, existing undocumented fill within the building footprint, and other
soft or unsuitable material. Upon completion of these razing and stripping operations, the
exposed subgrade in areas to receive fill should be proofrolled with a loaded dump truck or
similar pneumatic -tired vehicle having a loaded weight of approximately 25 tons. After
excavation, the exposed subgrades in cut areas should be similarly proofrolled.
Proofrolling operations should be performed under the observation of a geotechnical engineer or
his authorized representative. The proofrolling should consist of two (2) complete passes of the
exposed areas, with each pass being in a direction perpendicular to the preceding one. Any
areas which deflect, rut or pump during the proofrolling, and fail to be remedied with successive
passes, should be undercut to suitable soils and backfilled with compacted fill.
The ability to dry wet soils, and therefore the ability to use them for fill, will likely be enhanced if
earthwork is performed during summer or early fall If earthwork is performed during winter or
after appreciable rainfall then subgrades may be unstable due to wet soil conditions, which could
increase the amount of undercutting required. Drying of wet soils, if encountered, may be
accomplished by spreading and disking or by other mechanical or chemical means.
6.2. Fill Material and Placement
The project fill should be soil that has less than five percent organic content and a liquid limit and
plasticity index less than 50 and 30, respectively Soils with Unified Soil Classification System
group symbols of SP, SW, SM, SC, and ML are generally suitable for use as project fill. Soils
with USCS group symbol of CL that meet the restrictions for liquid limit and plasticity index are
also suitable for use as project fill. Soils with USCS group symbol of MH may be used in deeper
fills (greater than 4 ft) with the additional requirement that they remain stable beneath heavy
construction traffic. Soils with USCS group symbol of CH (high plasticity soil) or corrosive soils
are generally not suitable for use as project fill.
Based on the results of the test pit observations, it appears that the soils within the' existing
landfill should not be considered suitable for reuse in their present condition. If desired, sorting
and screening may be utilized to remove the organics and other debris. If the organics and
debris are removed from within the existing stockpile soils, the soils appear suitable for reuse.
The fill should exhibit a maximum dry density of at least 90 pounds per cubic foot, as determined
by a standard Proctor compaction test (ASTM D-698). We recommend that moisture control
limits of -3 to +2 percent of the optimum moisture content be used for placement of project fill
with the added requirement that fill soils placed wet of optimum remain stable under heavy
pneumatic -tired construction traffic. During site grading, some moisture modification (drying
and/or wetting) of the onsite soils will likely be required.
Project fill should be compacted to at least 95 percent of its standard Proctor maximum dry
density except within 24 inches of finished soil subgrade elevation beneath slab -on -grade and
pavements. Within the top 24 inches of finished soil subgrade elevation beneath slab on grade
and pavements, the approved project fill should be compacted to at least 100 percent of its
standard Proctor maximum dry density. Aggregate base course (ABC stone) should be
compacted to 100 percent of standard Proctor maximum dry density. However, for isolated

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 16
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
excavations around footing locations or within utility excavations, a hand tamper will likely be
required. ECS recommends that field density tests be performed on the fill as it is being placed, -
at a frequency determined by an experienced geotechnical engineer, to verify that proper
compaction is achieved.
The maximum loose lift thickness depends upon the type of compaction equipment used. The
table below provides maximum loose lifts that may be placed based on compaction equipment.
LIFT THICKNESS RECOMMENDATIONS
Equipment
Maximum Loose Lift
Thickness, in.
Large, Self -Propelled Equipment (CAT 815, etc.)
8
Small, Self -Propelled or Remote Controlled Rammax, etc.
6
Hand Operated (Plate Tamps, Jumping Jacks, Wacker-
4
Packers
ECS recommends that fill operations be observed and tested by an engineering technician to
determine if compaction requirements are being met. The testing agency should perform a
sufficient number of tests to confirm that compaction is being achieved. For mass grading
operations we recommend a minimum of one density test per 2,500 SF per lift of fill placed or
per 1 foot of fill thickness, whichever results in more tests. When dry, the majority of the site soil
should provide adequate subgrade support for fill placement and construction operations. When
wet, the soil may degrade quickly with disturbance from construction traffic. Good site drainage
should be maintained during earthwork operations to prevent ponding water on exposed
subgrades.
We recommend at least one test per 1 foot thickness of fill for every 100 linear ft of utility trench
backfill. Where fill will be placed on existing slopes, we recommend that benches be cut in the
existing slope to accept the new fill. All fill slopes should be overbuilt and then cut back to
expose compacted material on the slope face. While compacting adjacent to below -grade walls,
heavy construction equipment should maintain a horizontal distance of 1(H):1(V). If this
minimum distance cannot be maintained, the compaction equipment should run perpendicular,
not parallel to, the long axis of the wall.
6.3. Foundation Construction & Testing
Foundation excavations should be tested to confirm adequate bearing prior to installation of
reinforcing steel or placement of concrete. Unsuitable soils should be undercut to firm soils and the
undercut excavations should be backfilled with compacted controlled fill. 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 foundations are excavated. If the bearing soils are softened by surface water intrusion or
exposure, the softened soils must be removed from the foundation excavation bottom
immediately prior to placement of concrete. If the excavation must remain open overnight, or if
rainfall becomes imminent while the bearing soils are exposed, a 1- to 3 -inch thick "mud mat" of
"lean" concrete may be placed on the bearing surface to protect the bearing soils. The mud mat
should not be placed until the bearing soils have been tested for adequate bearing capacity.
Foundations undercut should be backfilled with engineered fill. If lean concrete is placed within
the undercut zone, the foundation footprint does not require oversizing. However, if soil or ABC
stone is used in lieu of lean concrete, the foundation footprint should be oversized on a 1V:1H
scale.

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 17
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
We recommend testing all shallow foundations to confirm the presence of foundation materials
similar to those assumed in the design. We recommend the testing consist of hand auger
borings with Dynamic Cone Penetrometer (DCP) testing performed by an engineer or
engineering technician.
7. GENERAL COMMENTS
The borings performed at this site represent the subsurface conditions at the location of the
borings only. Due to the prevailing geology and presence of existing undocumented fill,
changes in the subsurface conditions can occur over relatively short distances that have not
been disclosed by the results of the borings performed. Consequently, there may be
undisclosed subsurface conditions that require special treatment or additional preparation once
these conditions are revealed during construction.
Our evaluation of foundation support conditions has been based on our understanding of the site
and project information and the data obtained in our exploration. The general subsurface
conditions utilized in our foundation evaluation have been based on interpolation of subsurface
data between and away from the test holes. If the project information is incorrect or if the
structure locations (horizontal or vertical) and/or dimensions are changed, please contact us so
that our recommendations can be reviewed. The discovery of any site or subsurface conditions
during construction which deviate from the data outlined in this exploration should be reported to
us for our evaluation. The assessment of site environmental conditions for the presence of
pollutants in the soil, rock, and groundwater of the site was beyond the scope of this exploration.
The recommendations outlined herein should not be construed to address moisture or water
intrusion effects after construction is completed. Proper design of landscaping, surface and
subsurface water control measures are required to properly address these issues. In addition,
proper operation and maintenance of building systems is required to minimize the effects of
moisture or water intrusion. The design, construction, operation, and maintenance of
waterproofing and dampproofing systems are beyond the scope of services for this project.

Site Vicinity Map
Boring Location Diagram
Test Pit Location Diagram
Borelogs
Test Pit Logs
Laboratory Testing Summary
ASFE Documents

LEGEND:
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SETTING THE
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FIGURE 2
Boring Location Diagram
Afton Ridge Industrial
Concord, North Carolina
PROJ. MGR. SCALE
EHF N.T.S.
DRAFTSMAN PROJECT NO.
DFA 10919
REVISIONS IFIGURE
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CLIENT
JOB #
BORING #
SHEET
0
Childress Klein Properties
10919
B-1
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
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SITE LOCATION
CALIBRATED PENETROMETER TONSIFTZ
6979 Untz Road Concord Cabarrus County, NC
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HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S A

CLIENT
JOB #
BORING #SHEET
Childress Klein Properties
10919
1 B-2
Tl OF 1
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PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridcje Industrial - DTR
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CLIENT
JOB #
BORING #
SHEET
0
Childress Klein Properties
10919
B-3
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridc ie Industrial - DTR
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6979 Untz Road Concord Cabarrus County, NC
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CAVE IN DEPTH @ 16.6'
WL(BCR) WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H S A

CLIENT
JOB #
BORING #SHEET
S
Childress Klein Properties
10919
1 B-4
Tl OF 1
EN
- r
PROJECT NAME
ARCHITECT-ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
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6979 Untz Road Concord Cabarrus County, NC
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BORING STARTED 06/09/15
CAVE IN DEPTH @ 20.9'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H S.A

CLIENT
JOB #
SHEET-1
Childress Klein Properties
10919
7B-5
1 OF 1
-
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REG%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
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13
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18
16
Reddish Brown, Moist, Stiff to Medium Stiff
4
5
6
;
2
S-3
SS
18
18
2
5
3
Ir
_ 620
(SM) SILTY FINE SAND, Contains Slight Mica,
S-4
Ss
18
16
Grayish to Tannish Brown, Moist, Medium
a
1 o
Dense
11
19
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Grayish to
615
Tannish Brown, Wet
30
;
S-5
SS
s
g
50/3
END OF BORING C 14 5'
15
610
20
605
25
;
600
30
;
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
WL 8 5 WS❑ WD®
BORING STARTED 06/05/15
CAVE IN DEPTH (9) 12.0'
WL(BCR) = WL(ACR) GNE
BORING COMPLETED 06/05/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S A

CLIENT
JOB #
BORING #
SHEET
Childress Klein Properties
10919
B-6
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
=
z
LIMIT°/u CONTENT% LIMIT%
v
W
nW
o
BOTTOM OF CASING 30 LOSS OF CIRCULATION J O
=
a
g
§
a
g
ii
O
v
3
® STANDARD PENETRATION
W >
SURFACE ELEVATION 644
o
< <
W
m
<
w
BLOWSIFT
To soil Depth 2"
(ML) RESIDUAL - SANDY SILT, Dark Brown to
5
S-1
SS
18
14
Tannish Brown, Moist, Very Stiff
6
18
12
640
9
9
23
S-2
SS
18
14
5
14
;
(SM) SILTY FINE TO MEDIUM SAND, Tannish
S-3
SS
18
18
Brown, Moist, Medium Dense
8
8
10
: 18:
100+
(SM PWR) PARTIALLY WEATHERED ROCK
S-4
SS
16
14
SAMPLED AS SILTY SAND, Tannish Brown,
635
25
31
Moist
50/4
10
so/a
;
100+
5
SS
0
0
AUGER REFUSAL @ 12'
630
15
625
20
'
620
25
615
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
4 WL GNE ws❑ WD®
BORING STARTED 06/05/15
CAVE IN DEPTH @ 9.1'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/05/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H S.A

CLIENT
JOB #[B07RING
SHEET
Childress Klein Properties
10919
B-7
1 OF 1
Ecs,
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ride Industrial -,DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FV
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - - - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
"
z
Z
LIMIT% CONTENT% LIMIT%
v n
z
CL
cn
o
BOTTOM OF CASING LOSS OF CIRCULATION
w
w O
n
a
W
M
M
W
a.
W
Ov
J W
H
r w
f0
65
STANDARD PENETRATION
SURFACE ELEVATION 652
Wo
co
m
En
w
¢
m
BLOWS/FT
To soil Depth 2"
(SM) RESIDUAL- SILTY FINE SAND, Tannish
S-1
SS
18
9
to Reddish Brown, Moist, Dense
14
16
37
650
21
;
17
S-2
SS
18
14
13
33
5
20
19
S-3
SS
18
12
645
23
25
48
(SM PWR) PARTIALLY WEATHERED ROCK
4
4
4
SAMPLED AS SILTY SAND, Yellowish Tan,
50/4
:100 +
Moist
10
640
50/3
100+
5
S
3
3
15
AUGER REFUSAL @ 15'
;
635
20
630
;
25
625
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
4 WL GNE WS❑ WD®
BORING STARTED 06/05/15
CAVE IN DEPTH @ 12.3'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED06/05/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB #
BORING #
SHEET
0
Childress Klein Properties
10919
B-8
1 OF 1
`
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridc ie Industrial - DTR+.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% – — – REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
z
cn
LIMIT% CONTENT% LIMIT%
V n
r
Z
0
F
o
BOTTOM OF CASING ]♦ LOSS OF CIRCULATION ��
W
w z
LL
r
a
W
a
g
W
c- a
2
W
M
W
O
U
J
W >
O
Eli
3
® STANDARD PENETRATION
SURFACE ELEVATION 640
w
m
BLOWS/FT
o
(n
cn
cn
3
To soil Depthr2"I f—
(ML) RESIDUAL - SANDY SILT, Dark Reddish
5
S-1
SS
18
18
Brown, Moist, Stiff
7
il5
8
29
(ML) SANDY SILT, Reddish to Tannish Brown,
S-2
SS
18
14
Moist, Very Stiff
is
5
635
16
7
S-3
,SS
18
14
10
23
13
6
S-4
SS
18
12
7
17
10
630
10
(SM) SILTY FINE SAND, Grayish Tan, Moist,
Medium Dense
7
S-5
SS
18
12
9
24
15
625
15
9
S-6
SS
18
16
11
i?
20
620
14
END OF BORING @ 20'
25
615
30
610
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
4 WL GNE WS ❑ WD ®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 16,2'
WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB #
SHEET
Childress Klein Properties
10919
7B-9
1 OF 1
kcA
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial -DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
"
z
LIMIT% CONTENT% LIMIT%
LL
z
aLLI
o
BOTTOM OF CASING LOSS OF CIRCULATION �
w O
W
W
W
W
J F
cn
a
g
2
2
Ov
SURFACE ELEVATION 660
WW
®STANDARD PENETRATION
W
ai
�
(n
Cc
3 w
m
BLOWS/FT
To soil Depth[3"1
660
(SM) RESIDUAL - SILTY FINE TO MEDIUM
8
S-1
SS
18
16
SAND, Brown, Moist, Medium Dense
7
9.4-0 1s
9
` 35 ;
(SM) SILTY FINE TO MEDIUM SAND, Tan and
S-2
SS
18
18
Brown, Moist, Dense
10
14
5
655
21
12
S-3
SS
18
14
19
45
26
(SM) SILTY FINE TO MEDIUM SAND, Tannish
S-4
SS
18
14
Gray, Moist, Very Dense
21
27
65
10
650
38
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tannish Gray,
Moist
44
S-5
SS
15
10
47
100+
50/3
15
645
25
/0
.100+
S-6
SS
11
9
20
640
24
53
i 100+
S-7
SS
9
9
25
END OF BORING @25' 635
30-1630
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN, SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL GNE Ws❑ WD®
BORING STARTED 06/05/15
CAVE IN DEPTH P 21.2'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/05/15
HAMMER TYPE Auto ,
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H S.A

CLIENT
JOB #
BORING #
SHEET
0
Childress Klein Properties
10919
B-10
1 OF 1
'
r0
E�_
PROJECT NAME
ARCHITECT-ENGINEER
Afton Ridge Industrial - DTR
_
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
z
J
LIMIT% CONTENT% LIMIT%
a
o
BOTTOM OF CASING LOSS OF CIRCULATION TM� w z
LL
aCL
W
W
g
W
W
Oc)
(O
O
®STANDARD PENETRATION
J
SURFACE ELEVATION 660 w w
W
W
w
m
BLOWSlFT
C/)
CD
U3
To soil Depth "1
6bu
(SC) RESIDUAL - CLAYEY FINE TO MEDIUM
4
S-1
SS
18
12
SAND, Brown to Black and Brown, Moist,
9
` 17
Medium Dense
8
7
S-2
SS
18
8
11
:26
5
655
15
9
S-3
SS
18
9
12
17
29
solo
4
0
o
AUGER REFUSAL @ 8.5'
10n+
10
650
15
645
20
640
25
635
30
630
E
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
WL GNE WS El WD®
BORING STARTED 06/15/15
CAVE IN DEPTH @ 6 9'
� WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/15/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H S A

CLIENT
JOB #
BORING #SHEET
Childress Klein Properties
10919
B-11
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR•-
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD%a - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
"
z
LIMIT% CONTENT% LIMIT%
z
IL
y
it
W
BOTTOM OF CASING 10 LOSS OF CIRCULATION w O
LL
W
W
W
W
D
J
=
a
J
g
J
J
g
i
Ov
Q Q
SURFACE ELEVATION 660 r W
N
3
®STANDARD PENETRATION
W
w
y
CD
ii
w
m
BLOWS/FT
To soil Depth[2"1
6150
(SM) RESIDUAL -SILTY FINE TO MEDIUM
e
;
S-1
SS
18
9
SAND, Brown, Moist, Medium Dense
11
26
15
9
;
S-2
SS
18
18*
8
18
5
655
10
(SM) SILTY FINE TO MEDIUM SAND, Tannish
S-3
SS
18
16
Brown, Moist, Dense to Very Dense
9
13
20
: 33
12
65
S-4
SS
18
12
19
10
650
36
26
S-5
SS
18
18
24
4
15
645
25
;
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tannish Gray,
Moist
50/5
100+
S-6
SS
11
11
END OF BORING Qa 19 5'
20
640
25
635
30-1630
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
WL GNE WS❑ WD®
BORING STARTED 06/05/15
CAVE IN DEPTH @ 16.9'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/05/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S A

5
AUGER REFUSAL Ca 8.5'
1 10
1 15
1 20
1 25
1 30
ENGLISH UNITS
HERED
z
J E
DESCRIPTION OF MATERIAL
LOSS OF CIRCULATION
z
w
CL
r
Z
v
s
BOTTOM OF CASING Im
W
a
W
m
g
g
fL
OU
SURFACE ELEVATION 672
w
o
¢
cn
¢
cn
¢
W
670
z0
20
ROCK
To soil Depth 3"
(SM) RESIDUAL - SILTY FINE
ark Brown, Moist
12
50/3
W
50/2
S-1
SS
18
6
SAND, Dark Brown, Moist, Den
(SM PWR) PARTIALLY WEAT
S-2
SS
9
9
SAMPLED AS SILTY SAND, D
5
AUGER REFUSAL Ca 8.5'
1 10
1 15
1 20
1 25
1 30
ENGLISH UNITS
HERED
J E
LOSS OF CIRCULATION
W
J O
W
W
m
TO MEDIUM
33
Be
670
z0
20
ROCK
ark Brown, Moist
12
50/3
W
50/2
665
660
655
650
645
50/0
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X 0 -
I& STANDARD PENETRATION
BLOWS/FT
4
' %100•
i 100+
100+
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
4 WL GNE WS ❑ WD ® BORING STARTED 06/11/15 CAVE IN DEPTH C@ ]'
WL(BCR) 1 WL(ACR) GNE BORING COMPLETED 06/11/15 HAMMER TYPE Auto
WL RIG SIMCO 2400 FOREMAN Cody DRILLING METHOD 2 25 H.S.A

ICLIENT
JOB #
1
m®®mm
S-3 I SS 1 18 1 18
1 10
1 15
1 20
1 25
1 30
(SM PWR) PARTIALLY WEAT
SAMPLED AS SILTY SAND, T
Moist
END OF BORING t7a 15'
ENGLISH UNITS
HERED
annish
Z
UESGHIP I ION OF MATERIAL
p
Oz
w
a
F
o
O
BOTTOM OF CASING ID
SURFACE ELEVATION 652
a
w
w
w
g
w
o
ai
cn
cn
Q
0
w
n,
m
To soil Depth 2"
4
LSS
(SM) RESIDUAL - SILTY FINE
S 1
18
10
SAND, Pinkish to Orangish Bro
650
15
Dense to Very Dense
m®®mm
S-3 I SS 1 18 1 18
1 10
1 15
1 20
1 25
1 30
(SM PWR) PARTIALLY WEAT
SAMPLED AS SILTY SAND, T
Moist
END OF BORING t7a 15'
ENGLISH UNITS
HERED
annish
rn
w
LOSS OF CIRCULATION D
w
J
O
wcn
aLU
0
w
n,
m
11
TO MEDIUM
W Moist,
650
15
n
11
15
21
16
645
23
33
ROCKW
Gray,
36
50/4
640
635
630
625
50/5
-& CALIBRATED PENETROMETER TONS/FTZ
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X 0 A
® STANDARD PENETRATION
BLOWS/FT
3°
'•36
56
100+
100+
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
17- WL GNE WS❑ WD® BORING STARTED 06/04/15 CAVE IN DEPTH poi 11.7'
WL(BCR) 1 WL(ACR) GNE BORING COMPLETED 06/04/15 HAMMER TYPE Auto
WL RIG SIMCO 2400 FOREMAN Cody DRILLING METHOD 2.25 H.S.A

S-3 I SS 1 18 1 16
BORING #
ENGLISH UNITS
Dense
z
m Ecn
DESCRIPTION OF MATERIAL
LOSS OF CIRCULATION TO�
O
W
a
�:
F
m
o
>-
BOTTOM OF CASING 30
LL
z
LU
m
it
W
EL
7
g 2
a.
Ov
SURFACE ELEVATION 652
LU
o
¢
cn
¢
cn
¢
cn
w
tc
SAND, Tannish
a
To soil Depth 2"
(SM) RESIDUAL - SILTY FINE
10
14
10
S-1
SS
18
18
SAND, Brown, Moist, Medium
(SM) SILTY FINE TO MEDIUM
S-2
SS
18
14
Brown, Moist, Medium Dense
5
S-3 I SS 1 18 1 16
BORING #
ENGLISH UNITS
Dense
m Ecn
LOSS OF CIRCULATION TO�
w
J O
zo
It ¢
LU
in
LU
m
7
TO MEDIUM
650
a
11
SAND, Tannish
a
10
14
10
645
13
23
(SM) SILTY FINE TO MEDIUM SAND,
S-4 SS is 8 Brownish Tan, Moist, Dense to Very Dense
10
15 J S-51 SS 118 114
I END OF BORING @ 15'
1 20
1 25
30
640
635
630
625
13
1s
31
16
25
50
1 OF 1
-& CALIBRATED PENETROMETER TONS/FTZ
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X o n
® STANDARD PENETRATION
BLOWS/FT
1
24
-36
50
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
4 WL GNE WS ❑ WD ® BORING STARTED 06/04/15 CAVE IN DEPTH @ 12.2'
WL(BCR) t WL(ACR) GNE BORING COMPLETED 06/04/15 HAMMER TYPE Auto
WL RIG SIMCO 2400 FOREMAN Cody DRILLING METHOD 2 25 H.S A

CLIENT
JOB #
BORING #
SHEET
Childress Klein Properties
10919
B-15
1 OF 1
Etc:;
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus County, IVC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
Z
C
LIMIT% CONTENT% LIMIT%
z
a
m
Es
¢
w
BOTTOM OF CASING 10 LOSS OF CIRCULATION � w Q
w
LU
w
w
0
ih
Jr
=
a
(L
a
O
SURFACE ELEVATION 668 r w
3:
® STANDARD PENETRATION
o
Cn co
co�
w
m
BLOWS/FT
To soil Depth 2"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
5
S-1
SS
18
7
SAND, Contains Slight Roots, Tannish Brown,
13
3
Moist, Medium Dense
17
665
(ML) SANDY SILT, Contains Slight Mica,
S-2
SS
18
18
Orangish Brown, Moist, Very Stiff
6
241-0 8
5
1s
(SM) SILTY FINE TO MEDIUM SAND, Contains
S 3
SS
18
18
Slight Mica, Grayish to Orangish Brown, Moist,
18
Very Dense
47
(SM PWR) PARTIALLY WEATHERED ROCK
660
S-4
SS
17
12
SAMPLED AS SILTY SAND, Tannish Gra Y
is
34
100+
1
Moist
50/5
655
50/4
S-5
SS
1041
10
AUGER REFUSAL Qa 14.4'
15
650
20
645
25
'
640
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL GNE WS ❑ WD ®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 12.9'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H S.A

CLIENT
JOB /F
BORING #SHEET
0
Childress Klein Properties
10919
B-16
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
SITE LOCATION
�- CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
-
E
LIMIT% CONTENT% LIMIT%
n
C;
w
CL
r
o
?
s
W
BOTTOM OF CASING LOSS OF CIRCULATION W
W
D
J
ELEVATION 646 W
>
_
=
a
a-
g
a
M
a
SURFACE
w
o
v
0 3
® STANDARD PENETRATION
M
Cn (0
ii
En
W
m
BLOWS/FT
(DEBRIS FILL), Contains Concrete, White, Dry
o�
(CL FILL) SANDY CLAY, Contains Slight Roots,
, 645
2
S-1
SS
18
18
Dark Brown, Moist, Medium Stiff
4
a
6
(CH FILL) PLASTIC CLAY, Contains Slight
S-2
SS
18
18
Roots, Dark Brown, Moist, Medium Stiff
z
3
6
5
3
�� 640
(CH FILL) PLASTIC CLAY, Contains Slight
S-3
SS
18
16
Roots, Dark Brown, Moist, Very Soft
1
'
(CH FILL) PLASTIC CLAY, Contains Wood,VIA
S-4
SS
18
10
Dark Brown, Moist, Soft
3
10
a
3
4
635
AUGER REFUSAL @a 11'
15
630
20
625
25
620
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
WL GNE WS ❑ WD ®
BORING STARTED 06/08/15
CAVE IN DEPTH
WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/08/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB #
BORING #SHEET
0
Childress Klein Pro erties
10919
B-17
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial -DTR
r—+.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
2-
DESCRIPTION OF MATERIAL ENGLISH UNITS
LU
F
z
LIMIT% CONTENT% LIMIT%
z
o
ii
BOTTOM OF CASING ID LOSS OF CIRCULATION
w z
O
=
a
J
'm
J
g
J
§
i
o0)
SURFACE ELEVATION 668
F- w
o
®STANDARD PENETRATION
o
cn CD
w
co
�
3
m
BLOWS/FT
To soil Depth 2"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
12
S-1
SS
18
16
SAND, Brown, Moist, Dense
17
31
14
(ML) SANDY SILT, Reddish to Orangish Brown,
665
S-2
SS
18
18
Moist, Very Stiff to Stiff
5
7
18
5
S-3
SS
18
16
6
14
e
660
5
S-4
SS
18
16
5
13
10--6
655
5
S-5
SS
18
16
6
13
15
7
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Brown, Moist, Medium Dense
650
4
S-6
SS
18
18
6
13
20
7
END OF BORING Ca 20'
645
25
640
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
4 WL GNE WS❑ WD®
BORING STARTED 06/08/15
CAVE IN DEPTH @ 16 9'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/08/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
S-31SS118116
(SC) CLAYEY FINE TO MEDIUM SAND,
S-4 SS 18 18 Reddish Gray, Wet, Medium Dense
10
(SM) SILTY FINE TO MEDIUM SAND,
Brownish Gray, Wet, Medium Dense
S-5 SS 18 18
15 END OF BORING @ 15'
1 20
1 25
1 30
SHEET
RCULATION
z
DESCRIPTION OF MATERIAL
F
Oz
W
a
F
o
Z
}¢
BOTTOM OF CASING LOSS OF CI
SURFACE ELEVATION 632
a
g
g
g
W
O0
W
0
¢
co
¢
co
¢
U)
W
Q
LIMIT% CONTENT% LIMIT%
D
To soil Depth 2"
(SC) CLAYEY FINE TO MEDIUM SAND,
JW O
t -
w w
® STANDARD PENETRATION
0
S-1
SS
18
16
Reddish Tan, Moist, Medium Dense
(CL) RESIDUAL - SANDY CLAY, Tannish
S-2
SS
18
18
Moist, Very Stiff
5
:26
18
S-31SS118116
(SC) CLAYEY FINE TO MEDIUM SAND,
S-4 SS 18 18 Reddish Gray, Wet, Medium Dense
10
(SM) SILTY FINE TO MEDIUM SAND,
Brownish Gray, Wet, Medium Dense
S-5 SS 18 18
15 END OF BORING @ 15'
1 20
1 25
1 30
SHEET
RCULATION
-& CALIBRATED PENETROMETER TONS/FTZ
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
ENGLISH UNITS
LIMIT% CONTENT% LIMIT%
D
JW O
t -
w w
® STANDARD PENETRATION
0
BLOWS/FT
w
m
5
630
8
:26
18
Gray,
;
8
11
2
18
8
;
625
10
2 ;
12
4
5
12:
7
;
620
4
;
4
12:
8
615
;
610
605
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
WL GNE WS ❑ WD ® BORING STARTED 06/0$/15 CAVE IN DEPTH @ 12.2'
WL(BCR) 1 WL(ACR) GNE BORING COMPLETED 06/08/15 HAMMER TYPE Auto
WL RIG SIMCO 2400 FOREMAN Cody DRILLING METHOD 2.25 H S A

CLIENT
JOB #
SHEET
0
Childress Klein Properties
10919
77B9
1 OF 2
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTREcS,
-
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
"
r
z
LIMIT% CONTENT% LIMIT%
^
LL
z
r
o
BOTTOM OF CASING LOSS OF CIRCULATION
w O
a0
W
CL
W
IL
W
a-
W
SURFACE
J
H
F w
®STANDARD PENETRATION
ELEVATION 676
W
o
¢
cn
¢
U)
¢
rn
W
s
w
m BLOWS/FT
To soil Depth 2"
675
4
(MH) RESIDUAL - ELASTIC SILT, Reddish
S-1
SS
18
16
Brown, Moist, Stiff
6
1a
8
(ML) SANDY SILT, Reddish to Orangish Brown,
S 2
SS
18
16
Moist, Very Stiff to Stiff
6
7
17
5
i0
670
5
;
S-3
SS
18
18
6
13
7
3
4
1 34--X- — --48
S-4
SS
18
18
10
6
336
665
,
(SM) SILTY FINE SAND, Orangish Tan, Moist,
Loose
3
S-5
SS
18
16
3
;
15
6
660
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Gray, Moist, Medium Dense
4
S-6
SS
18
18
4
11
20
7
655
;
4
S-7
SS
18
18
5
13
25
$
650
;
5
S-8
SS
18
1 18
6
15 ;
30
9
ON NEXT PAGE.
CONTINUED
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL
WL GNE WS❑ WDX
BORING STARTED 06/10/15
CAVE IN DEPTH @31,4'
WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/10/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H S.A

CLIENT
JOB #
BORING #
SHEET
r --I
Childress Klein Properties
10919
B-19
2 OF 2
-
PROJECT NAME
ARCHITECT-ENGINEEREgs
Afton Rid a Industrial - DTR
SITE LOCATION
•
� CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD%a - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
a
z
LIMIT% CONTENT% LIMIT%
v n
z
EL
F
o
BOTTOM OF CASING LOSS OF CIRCULATION
w
w O
a
w
g
w
(L
w
g
w
Ov
F
W w
CD
O
®STANDARD PENETRATION
SURFACE ELEVATION 676
w
<
<
m
w
3 w
m
BLOWS/FT
(SM) SILTY FINE TO MEDIUM SAND, Tannish
645
Gray, Moist, Medium Dense
5
S-9
SS
18
18
7
17
35
10
END OF BORING Qa 35'
640
40
;
635
45
630
50
625
55
620
60
615
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL GNE WS❑ WD®
BORING STARTED 06/10/15
CAVE IN DEPTH @a 31 4'
WL(BCR) = WL(ACR) GNE
BORING COMPLETED 06/10/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H.S.A

CLIENT
JOB #
BORING #
SHEET
0
Childress Klein Properties
10919
B-20
1 OF 1
ECP7oq,
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridcie Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LU
z
CD
LIMIT% CONTENT% LIMIT%
Oz
(L
>
cn
=
Q
BOTTOM OF CASING LOSS OF CIRCULATION D
w
w
o
J O
Z.
SURFACE ELEVATION 660
=
W
J
CL
W
J
a.
W
J
a
W
>
O
Q Q
r >
-
in
�
® STANDARD PENETRATION
o
cn
U)
U)
Q
3 W
co
BLOWS/FT
To soil Depth 3"660
(MH) RESIDUAL - ELASTIC SILT, Contains
S-1
SS
18
14
Slight Roots, Dark Reddish Brown, Moist, Very
s
2
Stiff
11
(SM) SILTY FINE TO MEDIUM SAND, Reddish
S-2
SS
18
18
Brown, Moist, Medium Dense to Loose
4
5
11
5
655
e
3
;
S-3
SS
18
16
5
10
I 11111F
5
(SM) SILTY FINE TO MEDIUM SAND,
S-4
SS
18
12
Greenish Tan, Moist, Loose to Medium Dense
3
3
7
10
650
4
S-5
SS
18
16
6
1'4
15
645
8
END OF BORING @15'
20
640
25
635
30
630
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL GNE WS❑ WD®
BORING STARTED 06/10/15
CAVE IN DEPTH @ 11 1'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/10/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H S A

CLIENT
JOB #
BORING #
SHEET
Childress Klein Properties
10919
B-21
1 OF 2
`
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR---
—'��
SITE LOCATION
-o- CALIBRATED PENETROMETER TONSIFT2
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
-
z
Jxa
LIMIT% CONTENT% LIMIT%
Oz
W
o
BOTTOM OF CASING LOSS OF CIRCULATION roR
LU
w
> O
LU
LU
g
Uj
g
W
o0
SURFACE ELEVATION 689
J
w >
D
®STANDARD PENETRATION
EL
wo
w
Q
m
BLOWSIFT
<
<
To soil Depth 2"
;
(MH) RESIDUAL - ELASTIC SILT, Contains
5
S-1
SS
18
18
Slight Roots, Reddish Brown, Moist, Stiff
5
13
8
;
(ML) SANDY SILT, Contains Slight Roots,
S-2
SS
18
12
Reddish Brown, Moist, Stiff
685
5
5
1
5
7
(MH) ELASTIC SILT, Reddish Brown to
S-3
SS
18
18
Reddish Tan, Moist, Stiff
5
5
13 24.3♦ 59-50
8
(SM) SILTY FINE TO MEDIUM SAND, Reddish
S-4
SS
18
10
Brown to Reddish Tan, Moist, Medium Dense
680
5
6
14
10
e
675
4
5
11 ,
S-5
SS
18
18
15
6
(SM) SILTY FINE TO MEDIUM SAND, Reddish
to Tannish Brown, Moist, Medium Dense
,
670
4
6
14
S-6
SS
18
12
20
6
665
4
5
11
S-7
SS
18
16
25
6
660
5
6
14
S-8
SS
18
18
6
30
ON NEXT PAGE.
CONTINUED
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL GNE WS ❑ WD ®
BORING STARTED 06/10/15
CAVE IN DEPTH @ 35 7'
WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/10/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S A

CLIENT
JOB #
BORING #
SHEET
0
Childress Klein Properties
10919
B-21
2 OF 2
- -
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR_
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County,NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
Z
LIMIT% CONTENT% LIMIT%
0
z
F-
o
�
BOTTOM OF CASING LOSS OF CIRCULATION
w Z
W
D_
W
a
W
a
W
O
J 9
F
W w
(p
®STANDARD PENETRATION
SURFACE ELEVATION 689
W
cn
cn
0
it
3 w
m
BLOWS/FT
(SM) SILTY FINE TO MEDIUM SAND, Reddish
;
to Tannish Brown, Moist, Medium Dense
655
8
11
;26
S-9
SS
18
18
35
15
650
9
2
S-10
SS
18
12
40
11
END OF BORING Qa 40'
645
45
640
50
635
;
55
630
;
60
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
4 WL G N E WS❑ WD®
BORING STARTED 06/10/15
CAVE IN DEPTH @ 35.7'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/10/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S A

CLIENT
JOB #
#_T
BORING #SHEET
0
Childress Klein Properties
10919
B-22
OF 1
E7rse
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
-� CALIBRATED PENETROMETER TONSlFTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD°/ - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LU
?
w
LIMIT% CONTENT% LIMIT%
Oz
CL
F
o
BOTTOM OF CASING' LOSS OF CIRCULATION D
J O
xn
LL
ZDF
SURFACE ELEVATION 668
a
g
Ov
F w
O
+� STANDARD PENETRATION
o
< <
w
W
m
BLOWS/FT
To soil Depth 2"
(MH) RESIDUAL - ELASTIC SILT, Dark
9
S-1
ss
18
18
Reddish Brown, Moist, Very Stiff
9
1
10
665
(MH) ELASTIC SILT, Reddish Tan to Reddish
S-2
SS
18
12
Brown, Moist, Stiff
4
4
5
5
31.3
4
;
S-3
SS
18
16
5
11
6
(SM) SILTY FINE SAND, Tannish Brown, Moist,
sso
;
S-4
SS
18
12
Loose to Medium Dense
3
4
8
10
4
655
3
S-5
SS
18
18
7
14
15
7
(ML) SANDY SILT, Yellowish Tan, Moist, Stiff
650
4
S-6
SS
18
18
4
12•
20
8
645
,
4
;
S-7
SS
18
18
5
13
25
8
END OF BORING (a 25'
;
640
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
4 WL GNE WS❑ WD®
BORING STARTED 06/10/15
CAVE IN DEPTH jai 21 3'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/10/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H S A

CLIENT
JOB #
BORING #
SHEET
1 -�
Childress Klein Properties
10919
B-23
1 OF 1
Mill
`.
C -
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
r
z
�
LIMIT% CONTENT% LIMIT%
n
C5
IL
r
>-
BOTTOM OF CASING LOSS OF CIRCULATION
w
w
J O_
z
SURFACE ELEVATION 670
W
a
W
°-
W
d
W
O
F
w w
3:
® STANDARD PENETRATION
W
W
U)
U)
it m
w
BLOWS/FT
To soil Depthf3"I
670
5
(MH) RESIDUAL - ELASTIC SILT, Dark
S-1
SS
18
16
Reddish Brown, Moist, Stiff
6
12; ;
6
(MH) ELASTIC SILT, Reddish Brown, Moist,
S-2
SS
18
18
Very Stiff to Stiff
9
11
P5 ;
5
665
14
5
S-3
SS
18
18
6
13 31 74 39-)K- — -&63
7
;
(ML) SANDY SILT, Contains Mica, Reddish
S-4
SS
18
18
Brown, Moist, Stiff
3
;
10660
5
3
S-5
SS
18
18
4
;
15655
5
;
5
;
S-6
SS
18
12
5
12'
20
650
7
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Brown, Moist, Medium Dense
5
S-7
SS
18
12
6
13
25
645
7
END OF BORING @ 25'
;
30
640
;
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL GNE WS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 21.1'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S A

CLIENT
JOB #
BORING #SHEETS
Childress Klein Properties
10919 1
B-24
Tl OF 1
-
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTz
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
=
Z
J
LIMIT% CONTENT% LIMIT%
v
Oz
w
aLij
o
BOTTOM OF CASING' LOSS OF CIRCULATION
w
LL
SURFACE ELEVATION 640
g
a-
g
0
rcn
w w
a
® STANDARD PENETRATION
IL
ul
U)
3 W
m
BLOWS/FT
o
cn
co
To sod Depth 3"640
(SM) RESIDUAL - SILTY FINE TO MEDIUM
6
S-1
SS
18
9
SAND, Dark Brown, Moist, Medium Dense
6
13 ,
(ML) SANDY SILT, Reddish to Tannish Brown,
S-2
SS
18
16
Moist, Stiff
4
5
635
5
4
;
S-3
SS
18
18
5
11
6
3
;
S-4
SS
18
18
4
10
630
5
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Gray, Moist, Medium Dense
4
S-5
SS
18
16
4
12
15
Mill
625
8
END OF BORING C@15'
20
620
;
25
615
;
30
610
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
WL GNE WS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 12'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H S A

CLIENT
JOB #
BORING #
SHEET
Childress Klein Properties
10919
RW -25
1 OF 1
-
'
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid - e Industrial - DTR
r=------+
SITE LOCATION
o- CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% — — — REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
F
z
J
LIMIT% CONTENT% LIMIT%
zz0X
o
BOTTOM OF CASING 10 LOSS OF CIRCULATION D w z
0
F=a
W
W
a
W
a
W
O
cn
O
®STANDARD PENETRATION
JrD
SURFACE ELEVATION 650 w w
o
cn c¢»
cnn
it
w
m
BLOWS/FT
To soil Depth 2"
7
(SM FILL) SILTY FINE TO MEDIUM SAND,
S-1
SS
18
12
Dark Brown, Moist, Medium Dense
7
:15 ;
8
(CL FILL) SANDY CLAY, Dark Brown, Moist,
S-2
SS
18
18
Very Stiff
5
8
:16
5
645
8
(CH FILL) PLASTIC CLAY, Dark Brown, Moist,
S-3
SS
18
12
Medium Stiff
2
3
6
3
;
d� n
;
(CH FILL) PLASTIC CLAY, Contains Wood,
S-4
SS
18
14
Dark Brown and Gray, Moist, Very Soft
2
1
2
10
4. 640
1
6
(SM) RESIDUAL - SILTY FINE TO MEDIUM9
S-5
SS
18
18
28
15
SAND Oran ish Tan Moist Medium Dense
635
19
END OF BORING @ 15'
20
630
25
625
30-1620
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL GNE WS ❑ WD ®
BORING STARTED 06/04/15
CAVE IN DEPTH @ 12 4'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/04/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H.S A

CLIENT
JOB #
BORING #
SHEET-
1
Childress Klein Properties
10919
RW -26
1 OF 1
nc
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTz
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD°/ - - - REC°/
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
z
LIMIT% CONTENT% LIMIT%
z
CL
r
o
BOTTOM OF CASING LOSS OF CIRCULATION D
w
J O
���
=
a
a
g
a
g
O
O
w >
w
3
O
STANDARD PENETRATION
SURFACE ELEVATION 649
W
c
3 w
m
BLOWS/FT
m
U)
�
To soil Depth 1"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
5
S-1
SS
18
16
SAND, Reddish Brown, Moist, Medium Dense
6
6
:12
(CL) SANDY CLAY, Reddish Brown, Moist,gg;
S-2
SS
18
18
Hard to Very Stiff
645
1z
5
26
8
S-3
SS
18
18
11
26
15
(ML) SANDY SILT, Greenish Tan, Moist, Hard
S-4
SS
18
16
640
13
13
31
10
18
;
(SM) SILTY FINE TO MEDIUM SAND, Dark
Gray, Moist, Medium Dense
635
5
7
15
S-5
SS
18
18
15
8
'
END OF BORING @ 15'
630
20
625
25
620
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
4 WL GNE WS El WD®
BORING STARTED 06/04/15
CAVE IN DEPTH @ 12 0'
WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/04/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S A

CLIENT
JOB #
BORING #
SHEET
Childress Klein Properties
10919
RW -27
1 OF 1
-
'
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
a CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
F
z
LIMIT% CONTENT% LIMIT%
LL
Oz
oUj
BOTTOM OF CASING' LOSS OF CIRCULATION D w
O
IL
WW
g
g
W
a.
W
Ov
3O
® STANDARD PENETRATION
J
SURFACE ELEVATION 636 w ?
W
Cn
Cn
U)
ii
w
m
BLOWSfFT
(SM FILL) SILTY SAND, Reddish Brown, Moist,
Loose
635
3
S-1
SS
18
12
2
4
6
�!rF
55111
(DEBRIS FILL), Contains Significant Wood,
S-2
SS
17
12
Brown
4
5
;
5
50/5
;
+n��0 630
50/1
50/1
3
SS
1
1
AUGER REFUSAL Qa 7.0'
;
10
;
625
15
620
20
615
25
610
;
30
;
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
S WL GNE WS ❑ WD ®
BORING STARTED 06/04/15
CAVE IN DEPTH 9 4,9'
WL(BCR) L WL(ACR) GNE
BORING COMPLETED 06/04/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H S A

CLIENT
JOB #
BORING #
SHEET
Childress Klein Properties
10919
RW -28
1 OF 1
Em
`
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus Count NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
z
LIMIT% CONTENT% LIMIT%
z
a
r
o
Q
BOTTOM OF CASING' LOSS OF CIRCULATION D
w
J O
SURFACE ELEVATION 638
=
a
a
a
g
a
2
O
U
W >
�
® STANDARD PENETRATION
W
g
U
cn
it
w
m
BLOWS/FT
To soil Depth 2"
(ML) RESIDUAL - SANDY SILT, Dark Reddish
6
S-1
SS
18
18
Brown, Moist, Very Stiff
9
2
635
(ML) SANDY SILT, Reddish Brown to Orangish
S-2
SS
18
14
Tan, Moist, Stiff
6
1$ ;
5
7
5
;
S-3
SS
18
18
6
15
9
630
5
S-4
SS
18
16
7
15 ;
10
8
;
(SM) SILTY FINE TO MEDIUM SAND, Tan,
Moist, Medium Dense
625
7
S-5
SS
18
12
9
1
15
10
END OF BORING @ 15'
620
;
20
615
25
610
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL GNE WS ❑ WD ®
BORING STARTED 06/04/15
CAVE IN DEPTH @a 11 6'
M WL(BCR) XE WL(ACR) GNE
BORING COMPLETED 06/04/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H S.A

CLIENT
JOB #
BORING #
SHEET
0
Childress Klein Properties
10919
RW -29
1 OF 1
E(c7c
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
I---I�
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
FZ
J
LIMIT% CONTENT% LIMIT%
LL
OZ
o
BOTTOM OF CASING Im LOSS OF CIRCULATION
w Z
it
=
J
a
Uj J
a
J
a
>
O
J Q
Q¢
F >
D
U)
3I&
PENETRATION
SURFACE ELEVATION 638
W
o
¢
cn
¢
cn
¢
rn
w
M
STANDARD
w
m
BLOWS/FT
To soil Depth 3"
(MH) RESIDUAL - ELASTIC SILT, Reddish
S-1
SS
18
14
Brown, Moist, Very Stiff
6
7
: 17
10
.178
635
(SM) SILTY FINE TO MEDIUM SAND, Reddish
S-2
SS
18
16
Tan, Moist, Medium Dense
6
8
1
5
5
S-3
SS
18
12
6
14
8
630
(ML) SANDY SILT, Tannish Brown, Moist, Stiff
4
S-4
SS
18
12
4
1
10
6
625
4
;
S-5
SS
18
10
4
10-0
15
6
END OF BORING Ca 15'
s20
20
615
25
610
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL G N E WS❑ WD®
BORING STARTED 06/04/15
CAVE IN DEPTH @a 11 0'
WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/04/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S A

CLIENT
JOB #
BORING #
SHEET1
Childress Klein Properties
10919
RW -30
1 OF 1
EGS-
PROJECTNAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
Z
' I
LIMIT% CONTENT% LIMIT%
OU3
z
a
a
BOTTOM OF CASING' LOSS OF CIRCULATION
Uj
w O
r
a
W
a
2
w
ii
2
w
M
g
w
o
U
SURFACE ELEVATION 632
W >
3
STANDARD PENETRATION
W
U)
r¢n
(n
s
w
3 w
O
C-0
BLOWS/FT
To soil Depth 2"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
15
S-1
SS
18
9
SAND, Tannish Brown, Moist, Dense
17
34
630
n
(CL) SANDY CLAY, Reddish Brown, Moist,
S-2
SS
18
18
Ver Stiff
y
6
9
�4
5
15
42
(SM) SILTY FINE SAND, Dark Brown and
S-3
SS
18
18
Green, Moist, Dense
15
18
;
625
24
;
(SM) SILTY FINE TO MEDIUM SAND, Brown,
S-4
SS
18
16
Moist, Very Dense
zs
57
10
31
620
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tannish Gray,
Moist, Extremely Dense
29
S-5
SS
l l
Ill
50/5
50/5
END OF BORING @ 14 5'
;
15
615
20
;
610
25
605
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL GNE WS ❑ WDM
BORING STARTED 06/04/15
CAVE IN DEPTH @ 11 9'
WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/04/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H.S.A

CLIENT
JOB #
BORING #
SHEET
Childress Klein Properties
10919
RW -31
1 OF 1
Efc7--
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
WE
z
LIMIT% CONTENT% LIMIT%
Oz
CL
o
BOTTOM OF CASING 10 LOSS OF CIRCULATION w O
X^
W
W
W
W
(�
J
a
g
M
(L
o
9
SURFACE ELEVATION 61 8 r >
® STANDARD PENETRATION
o
U) U)
2
w
m
LU
3
0
m
BLOWS/FT
To soil Depth 3"
(SM FILL) SILTY FINE TO MEDIUM SAND,
3
S-1
SS
18
18
Contains Slight Roots, Dark Brown, Moist,
3
6
Loose
3
615
3
S-2
SS
18
16
3
5
5
2
(CH) ALLUVIAL PLASTIC CLAY, Greenish
S-3
SS
18
18
Gray, Wet, Very Soft
2
= 610
(SM) RESIDUAL - SILTY FINE TO MEDIUM
S-4
SS
18
12
SAND, Contains Mica, Dark Gray, Wet, Loose
2
2
5
10
3
605
-
3
S-5
SS
18
18
3
15
6
END OF BORING @ 15'
600
20
595
25
590
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL 13.4 WS ❑ WD ®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 9,3'
WL(BCR) 1 WL(ACR) 8 0
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H S.A

CLIENT
JOB #
BORING #
SHEET
0
Childress Klein Properties
10919
RW -32
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
SITE LOCATION
-0-- CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%.
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
a
2
m
J
LIMIT% CONTENT% LIMIT%
E
z
W
a
F-
Ul
o
BOTTOM OF CASING LOSS OF CIRCULATION
> ZO
a
2
M
OU
SURFACE ELEVATION 656
J F
w >
f0
3
\
®STANDARD PENETRATION
W
ai
i
w
m
BLOWS/FT
co
(D
To soil Depth 1"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
655
7
S-1
SS
18
12
SAND, Dark Brown, Moist, Medium Dense
8
17
g
(CL) SANDY CLAY, Dark Brown, Moist, Very
S-2
SS
18
16
Stiff
8
11
:26
5
15
650
7
S-3
SS
18
18
8
21
13
(ML) SANDY SILT, Orangish Tan, Moist, Hard
S-4
SS
18
18
to Very Stiff
1z
31
10
18
645
-6
S-5
SS
18
18
7
i 16
15
9
END OF BORING @ 15'
640
20
635
25
630
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL GNE WS ❑ WD ®
BORING STARTED 06/10/15
CAVE IN DEPTH Lai 12,2'
3E WL(BCR) t WL(ACR) GNE
BORING COMPLETED06/10/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H S A

CLIENT
JOB #
BORING #
SHEET
- ----�
Childress Klein Properties
10919
RW-33
1 OF 1
- o
' ,
PROJECT NAME
ARCHITECT-ENGINEER
Afton Rid a Industrial - DTR
I---��
SITE LOCATION
CALIBRATED PENETROMETER TONS/Fr
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% – — – REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
Z
E
LIMIT% CONTENT% LIMIT%
z
cn
o
Q
BOTTOM OF CASING 10 LOSS OF CIRCULATION �
w
w O
J
(O
(L
a
d
O
SURFACE ELEVATION 636
F w
3:
® STANDARD PENETRATION
LU
c¢n
U))
ai
Q
3 w
m
BLOWS/FT
To soil De th &'
(MH) RESIDUAL- ELASTIC SILT, Reddish
635
5
S-1
SS
18
14
Brown, Moist, Stiff
6
1
6
(ML) SANDY SILT, Tannish Brown, Moist, Very
S-2
SS
18
18
Stiff
5
8
1
5
11
630
5
;
S-3
SS
18
18
8
18
10
;
(SM) SILTY FINE SAND, Light Gray to Brown,
S-4
SS
18
10
Wet, Loose to Medium Dense
3
3
7
10
4
625
5
S-5
SS
18
14
8
1
15
END OF BORING @ 15'
620
20
615
25
610
;
30
;
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
4 WL G N E WS El WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 11 9'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H S A

CLIENT
JOB #
BORING #
SHEET
Childress Klein Properties
10919
RW -34
1 OF 1
En;
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
" +-
SITE LOCATION
-o- CALIBRATED PENETROMETER TONSlFTz
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
WZ
m
J
LIMIT% CONTENT% LIMIT%
z
a
U)
ES
ii
BOTTOM OF CASING LOSS OF CIRCULATION ZO
W
(L
W
(L
W
(L
W
0O
m
O
STANDARD PENETRATION
_j F
SURFACE ELEVATION 620 W w
a
o
m
w
x
w
m
BLOWS/FT
ccn
To soil Depth13"1
620
(SC) RESIDUAL - CLAYEY FINE TO MEDIUM
6
S-1
SS
18
12
SAND, Dark Brown, Moist, Medium Dense
8
2
12
(CL) SANDY CLAY, Dark Reddish Brown to
S-2
SS
18
18
Dark Brown, Moist, Stiff
4
6
14
5615
6
4
S-3
SS
18
18
4
1
8
_
3
(SC) CLAYEY FINE TO MEDIUM SAND,
S-4
SS
18
12
Reddish Tan, Wet, Dense
14
10
610
18
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tan, Wet
28
100+
S-5
SS
11
11100
END OF BORING Ca 14.5'
;
15
605
20
600
25
595
;
30
590
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
4 WL 8.4 Ws ❑ WD ®
BORING STARTED 06/09/15
CAVE IN DEPTH r7a 11.9'
4 WL(BCR) 1 WL(ACR)
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S A

CLIENT
JOB #
BORING #
SHEET
Childress Klein Pro erties
10919
SW -35
1 OF 1
E r-0
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
r—
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
F
z
c
LIMIT% CONTENT% LIMIT%
p
z
a.
BOTTOM
o
>-
OF CASING LOSS OF CIRCULATION D w O
F_
J
a
J
a
J
a
LLI
J
O
(O
fA
®STANDARD PENETRATION
J
Q f-'
SURFACE ELEVATION 644 r w
o
cn ai
cn
2
w
m
BLOWS/FT
To soil Depth 1"
(SM) REDIUAL - SILTY FINE TO MEDIUM
10
S-1
SS
18
18
SAND, Dark Brown, Moist, Dense
13
33
20
(SM PWR) PARTIALLY WEATHERED ROCK
2
SS
4
3
SAMPLED AS SILTY SAND, Dark Gray, Moist
640
so/a
i0o+
5
50/2
100+
3
2
2
AUGER REFUSAL @ 6 5'
635
10
630
15
'
625
20
620
25
615
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
Q WL G N E WS ❑ WDM
BORING STARTED 06/09/15
CAVE IN DEPTH @ 5,0'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

S-2 SS 18 18
5
S-31 SS 1 18 1 18
S-4 SS 18 116
10I END OF BORING Qa 10'
1 15
1 20
1 25
30
# BORING #
ENGLISH UNITS
Medium
z
DESCRIPTION OF MATERIAL
LOSS OF CIRCULATION
Oz
W
CL
U
❑
v
a}[
BOTTOM OF CASING 30
ELEVATION 664
ag
rLU
SURFACE
g
2
W
W
cn
uai
vi
cc
TO MEDIUM
--al
9
Fr\qTgoposoilll Depth 1"
(SM) RESIDUAL - SILTY FINE
11
660
9
11
s-1
ss
18
16
SAND, Brownish Gray, Moist,
S-2 SS 18 18
5
S-31 SS 1 18 1 18
S-4 SS 18 116
10I END OF BORING Qa 10'
1 15
1 20
1 25
30
# BORING #
ENGLISH UNITS
Medium
LOSS OF CIRCULATION
w
W
> z
W 0
0
Ir ¢
W
in
rLU
3 w
m
s
TO MEDIUM
Dense
9
11
660
9
11
18
9
12
17
655
9
11
650
645
640
635
-& CALIBRATED PENETROMETER TONS/FTZ
ROCK QUALITY DESIGNATION & RECOVERY
ROD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X 0 n
® STANDARD PENETRATION
BLOWS/FT
2
2
2
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
4 WL GNE WS i] WD ® BORING STARTED 06/09/15 CAVE IN DEPTH @ 7 8'
WL(BCR) 1 WL(ACR) GNE BORING COMPLETED 06/09/15 HAMMER TYPE Auto
WL RIG SIMCO 2400 FOREMAN Cody DRILLING METHOD 2 25 H.S.A

CLIENT
JOB #
RING #
BO71111
SHEET-
Childress Klein Properties
10919
SW-37
1 OF 1
- UAft
ffiIIIIIIIIII`
PROJECT NAME
ARCHITECT-ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
z
J
LIMIT% CONTENT% LIMIT%
Oz
>
o
Q
BOTTOM OF CASING LOSS OF CIRCULATION D
w
O
SURFACE ELEVATION 630
EL
W
2
W
g
W
g
W
'J
Hen
w
® STANDARD PENETRATION
Wo
W
W
U)
m
Q
w
m
BLOWS/FT
To soil De th 2"630
(SM) RESIDUAL - SILTY FINE TO MEDIUM
S-1
SS
18
7
SAND, Dark Brown to Tannish Gray, Moist,
8
18
Medium Dense
10
7
S-2
SS
18
16
10
21
5
625
11
6
S-3
SS
18
13
8
;16
8
5
S-4
SS
18
14
6
10
620
7
END OF BORING @10'
15
615
20
610
25
605
30
600
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
WL GNE WS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 7 2'
WL(BCR) WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H.S A

CLIENT
JOB #
BORING #
SHEET
0
Childress Klein Properties
10919
SW -38
1 OF 1
J ��
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridcie Industrial - DTR
0�
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%'
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
Z
J
LIMIT% CONTENT% LIMIT%
v ^
z
W
a
o
BOTTOM OF CASING 10 LOSS OF CIRCULATION �
w
LL
EL
a
ii
g
a
g
O
U
SURFACE ELEVATION 640
w >
STANDARD PENETRATION
LU o
cn
(f)
En
owc
3 w
m
BLOWS/FT
To soil Depth 2"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
s
S-1
SS
18
16
SAND, Orangish Brown, Moist, Medium Dense
9
P5
16
(SM) SILTY FINE SAND, Tannish Gray, Moist,
S-2
SS
18
18
Medium Dense
6
9
2,4
5
635
15
7
S-3
SS
18
12
6
15
9
(SM) SILTY MEDIUM TO COARSE SAND,
S-4
Ss
18
is
Reddish Brown, Moist, Medium Dense
s
10
630
12
END OF BORING @10'
15
625
20
620
25
615
30
610
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
Q WL GNE WS ❑ WD ®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 6.9'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB #
BORING #
SHEET
Childress Klein Properties
10919
P-39
1 OF 1
- r
PROJECT NAME
ARCHITECT-ENGINEER
Afton Rid a Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% – — – REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
r
z
LIMIT% CONTENT% LIMIT%
ii
p
z
a.
r
o
BOTTOM OF CASING LOSS OF CIRCULATION w z
iL
W
0.
W
g
W
a.
W
o
v
3.1
0 STANDARD PENETRATION
J O
Hcn
SURFACE ELEVATION 656 w w
LU o
c¢n
ai
ccn
iiw
m
BLOWS/FT
To soil Depth 2"
(SM PWR) PARTIALLY WEATHERED ROCK
655
15
S-1
SS
17
6
SAMPLED AS SILTY SAND, Tannish Brown,
17
100+
Moist
50/5
(SM/MH) SILTY FINE TO MEDIUM SAND/
S 2
SS
1s
16
SANDY ELASTIC SILT, Tan and Reddish
23
;
Brown, Moist, Medium Dense
13
5
24
650
(SM PWR) PARTIALLY WEATHERED ROCK
S-3
SS
11
11
SAMPLED AS SILTY SAND, Reddish Brown,
12
50/5
Moist
AUGER REFUSAL @ 7.0'
10
645
15
640
20
635
25
630
;
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
Q WL G N E wS❑ WD® BORING STARTED 06/09/15
CAVE IN DEPTH @ 5.9'
WL(BCR) 1 WL(ACR) GNE BORING COMPLETED06/09/15
HAMMER TYPE Auto
WL RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H S A

CLIENT
JOB #
BORING #SHEET
Childress Klein Properties
10919
P-40
1 OF 1
EC
E0_
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
SITE LOCATION
-Q- CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
"
cn
LIMIT% CONTENT% LIMIT%
Oz
W
W
o
?
>-
BOTTOM OF CASING LOSS OF CIRCULATION D Z
-
J O
F
SURFACE ELEVATION 664 W r >
W
0-
2
W
W
W
o
O
3
STANDARD PENETRATION
CL
W
< <
W
m
<
W
-1
O
BLOWSIFT
To soil Depth 2"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
3
S-1
SS
18
7
SAND, Brown, Moist, Medium Dense
9
21
12
(SM) SILTY FINE TO MEDIUM SAND, Tannish
S-2
SS
18
16
Brown, Moist, Dense
660
9
13
3
5
19
S-3
SS
18
16
17
38
21
(SM) SILTY FINE TO MEDIUM SAND, Tannish
S-4
SS
18
18
Gray, Moist, Very Dense
655
2°
: 58 '
10
31
650
20
30
8
S-5
SS
18
18
15
50
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tannish Gray,
Moist
29
S-6
SS
16
16
645
35
100+
50/4
20
640
50/5
100+
S-7
SS
5
1 3
AUGER REFUSAL Ca 24'
25
635
30
'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
WL G N E WS ❑ WD ®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 21'
SE WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H S.A

CLIENT
JOB #
BORING #
SHEET
Childress Klein Properties
10919
P-41
1 OF 1
Ec"q
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
Fz
U
LIMIT% CONTENT% LIMIT%
Oz
U
o
BOTTOM OF CASING 10 LOSS OF CIRCULATION
w
w O
=
a
LU
J
g
w
J
g
w
J
g
w
J
Ov
W Q
w
® STANDARD PENETRATION
SURFACE ELEVATION 667
W
U)
cn
U)
Cc
w
m
BLOWS/FT
To soil Depth 2"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
s
S-1
SS
18
2
SAND, Brown, Moist, Medium Dense
IF
11
24
665
13
;
(SM) SILTY FINE TO MEDIUM SAND, Tannish
S 2
SS
18
16
Brown, Moist, Medium Dense
6
7
17
5
10
7
S-3
SS
18
18
660
7
18
11
7
;
S-4
SS
18
18
7
1
10
12
;
655
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Gray, Moist, Dense to Medium Dense
10
S-5
SS
18
18
15
31
15
16
650
13
S-6
SS
18
16
14
3
20
16
645
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Brown, Moist, Dense to Very Dense
13
S-7
SS
18
18
17
4
25
25
640
31
'
S-8
SS
18
18
41
8
30
48
END OF BORING @ 30'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
4 WL GNE WS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 26.1'
-F WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H S.A

CLIENT
JOB #
BORING #
SHEET
Childress Klein Properties
10919
P-42
1 OF 1
-
'
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR==1
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
Z
J
LIMIT% CONTENT% LIMIT%
r
O
CL
}
~
co
>-
LLIX
BOTTOM OF CASING ID LOSS OF CIRCULATION w Z
LL
Z
F
O
Q
ZD
J9
w >
SURFACE ELEVATION 676
a
g
a
g
a
O
in -
3
® STANDARD PENETRATION
W
m
cn
O
w
3 w
O
m
BLOWS/FT
va)
To soil Depth 2"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
675
8
S-1
SS
18
12
SAND, Contains Slight Roots, Orangish Brown,
9
21
Moist, Medium Dense
12
(ML) SANDY SILT, Oranglsh Tan, Moist, Very
S-2
SS
18
14
Stiff to Hard
5
s
21
5
13
670
8
39
S-3
SS
18
18
14
25
(SM PWR) PARTIALLY WEATHERED ROCK
S-4
SS
11
11
SAMPLED AS SILTY SAND, Light Tannish
5 /0
100+
Brown, Moist
10
665
5
1
150/1
AUGER REFUSAL @ 13.6'
15
660
20
655
25
650
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
4 WL ONE WS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH (9) 11 3'
WL(BCR) 1 WL(ACR) ONE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H S.A

CLIENT
JOB #
BORING #
SHEET
�—
Childress Klein Properties
10919
P-43
1 OF 1
-
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
"
z
J
LIMIT% CONTENT% LIMIT%
z
CL
�
-
it
w
BOTTOM OF CASING' LOSS OF CIRCULATION w O
o
d
J
g
J
(L
J
a-
>
OU
2 Q
SURFACE ELEVATION 618 r >
UJ
i�:
® STANDARD PENETRATION
W
(n
Cnn
En
w
C
m
BLOWS/FT
To soil Depth 2"
(SC) RESIDUAL -CLAYEY FINE TO MEDIUM
9
S-1
SS
18
12
SAND, Dark Brown, Moist, Medium Dense
12
23
11
615
(SM) SILTY FINE SAND, Contains Slight Mica,
S-2 2
ss
18
is
Dark Brown Dark Brownish Gray, Moist to Wet,
5
17
Medium Dense
16
5
9
S-3
SS
18
4
12
24
12
610
=
16
S-4
SS
18
1612
2
10
17
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Dark Brown, Moist
605
19
S-5
SS
15
14
41
100+
50/3
END OF BORING Ca 14 8'
15
600
20
595
25
590
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
WL 8 4 WS ❑ WD ®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 12.2'
� WL(BCR) t WL(ACR) 11 0
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB #
BORING #
SHEET
0
Childress Klein Properties
10919
P-44
Fl OF 1
Rine
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridcie Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTz
6979 Untz Road Concord Cabarrus Counly, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
n
a
W
C3
g
<
w
a
g
<
z
r
o
CL
<
z
W
Ov
W
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
LOSS OF CIRCULATION D > ZO
BOTTOM OF CASING 10 w
CD
3
m
��
® STANDARD PENETRATION
BLOWS/FT
J
SURFACE ELEVATION 640 r >
< w
To soil Depth[2"1
640
(SM) RESIDUAL - SILTY FINE TO MEDIUM
SAND, Reddish Brown, Moist, Medium Dense
7
7
75
S-1
SS
18
to
a
5
635
5
5
1
;
(SM) SILTY FINE TO MEDIUM SAND,
Orangish Brown, Moist, Loose to Medium
Dense
S-2
SS
18
12
4
S-3
SS
18
6
6
7
13
10
630
4
6
11
? 1
(SM) SILTY FINE TO MEDIUM SAND, Tan,
Moist, Medium Dense
S-4
SS
18
14
7
7
:16
S-5
SS
18
8
15
625
9
;
17
S-6
SS
18
10
10
18
20
620
$
'
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tan, Moist
25
615
5
50/3
S-7
SS
9
6
AUGER REFUSAL g24.3'
10D+
30
610
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL GNE WS ❑ WD ®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 17.2'
WL(BCR) a WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H S.A

CLIENT
JOB #
BORING #
SHEET
0
Childress Klein Properties
10919
P-45
1 OF 1
Ec
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
SITE LOCATION
Q CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% – — – REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
Z
LIMIT% CONTENT% LIMIT%
O(L
o
Ujz
BOTTOM OF CASING 10 LOSS OF CIRCULATION D w z
a
W
W
CL
W
a-
W
o0
ID
O
® STANDARD PENETRATION
LD
Fcn
SURFACE ELEVATION 608 W w
o
cn
cn
(n
iz
3 w
m
BLOWS/FT
To soil Depth 2"
;
(SM) RESIDUAL - SILTY FINE TO MEDIUM
S-1
SS
18
14
SAND, Dark Brown, Moist, Medium Dense
9
1
10
605
(CL) SANDY CLAY, Brown, Moist, Stiff
5
S-2
SS
18
16
6
'15
5
9
;
(SC) CLAYEY FINE TO MEDIUM SAND,
S-3
SS
18
18
Tannish Brown, Moist to Wet, Medium Dense to
5
6
15
Loose
9
600
=
5
S-4
SS
18
12
5
10
4
9:
;
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Dark Brown, Wet
595
so/s
5
SS
3
3
AUGER REFUSAL @13 8'
100+
15
590
20
585
25
580
30
;
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL 8,4 Ws ❑ WDM
BORING STARTED 06/09/15
CAVE IN DEPTH t7a 11 9'
WL(BCR) 1 WL(ACR) 11 0
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H.S.A

CLIENT
JOB #
BORING #SHEET
-1
Childress Klein Properties
10919 1
P-46
Tl OF 1
Ec.-
PROJECT NAME
ARCHITECT-ENGINEERAfton
Rid a Industrial - DTR--�4
SITE LOCATION
-Q- CALIBRATED PENETROMETER TONS/FTz
6979 Untz Road Concord Cabarrus Count NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
U)
W
LIMIT% CONTENT% LIMIT%
u n
C;
a
r
o
BOTTOM OF CASING' LOSS OF CIRCULATION D
W
a
g
O_
M
W
00
SURFACE ELEVATION 684
J
W >
D
�
® STANDARD PENETRATION
W
w
cn
3 W
m
BLOWS/FT
ccn
cc
0
To soil Depth 2"
(MH) RESIDUAL - ELASTIC SILT, Reddish to
6
S-1
SS
18
18
Orangish Brown, Moist, Stiff to Very Stiff
6
1'.4 23.4♦
8
;
680
8
11
.26
S-2
SS
18
18
5
15
(SM) SILTY FINE TO MEDIUM SAND,
S-3
SS
18
16
Orangish to Tannish Brown, Moist, Medium
a
;16
Dense
9
675
5
6
13 ;
S-4
SS
18
12
10
7
670
5
5
1
S-5
SS
18
16
15
7
(ML) SANDY SILT, Orangish Brown, Moist, Stiff
665
3
4
1 ;
S-6
SS
18
18
20
6
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Brown, Moist, Medium Dense
660
6
8
21
S-7
SS
18
16
25
13
END OF BORING @ 25'
655
30
,
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAYBE GRADUAL
WL ONE wS❑ WDO
BORING STARTED06/09/15
CAVE IN DEPTH @ 21 3'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2 25 H S.A

CLIENT
JOB #
BORING #
SHEET
Childress Klein Properties
10919
P-47
1 OF 1E
c7-,
PROJECT NAME
ARCHITECT-ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FV
6979 Untz Road Concord Cabarrus County, INC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
=
o
W
J
a
U)
W
W
J
a
U)
z
F
0
W
J
d
Cn
z
2
W
J
O
�
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION D
J
w Z
J
FL w
3 w
m
®STANDARD PENETRATION
BLOWS/FT
SURFACE ELEVATION 696
To soil Depth 2"
695
4
5
12'.
S-1
SS
18
18
(MH) RESIDUAL - ELASTIC SILT, Reddish
Brown, Moist, Stiff
7
5
a
5
(SM) SILTY FINE TO MEDIUM SAND, Contains
Slight Mica, Orangish Brown, Moist, Loose to
Medium Dense
S-2
SS
18
14
690
4
5
11
S-3
SS
18
18
iiiiiiiF
6
10
3
3
5
8
(SM) SILTY FINE TO MEDIUM SAND, Reddish
to Tannish Brown, Moist, Loose to Medium
Dense
S 4
SS
18
14
685
4
4
11
S-5
SS
18
18
15
7
680
4
5
12.
S-6
SS
18
18
20
7
675
(ML) SANDY SILT, Brown, Moist, Stiff
4
6
13
S-7
SS
18
18
25
7
670
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Brown, Moist, Medium Dense
4
6
15
S 8
SS
18
18
30
9
END OF BORING @ 30'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
4 WLGNE WS ❑ WD Z
BORING STARTED 06/09/15
CAVE IN DEPTH @ 25 6'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB #
BORING #SHEET
0
Childress Klein Properties
10919
P-48
1 OF 1
!
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
1-+a
SITE LOCATION
-o- CALIBRATED PENETROMETER TONS/FT'
6979 Untz Road Concord Cabarrus Counly, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
c
LIMIT% CONTENT% LIMIT%
v n
C5
w
a
F
o
BOTTOM OF CASING LOSS OF CIRCULATION �
w
W
a
a
a
2
a
g
ii
O
v
Cc F
w w
F
io
O
® STANDARD PENETRATION
SURFACE ELEVATION 680
W
cn
�
CC
3 w
m
BLOWS/FT
y
0680
To soil Depth 3"
(MH) RESIDUAL - ELASTIC SILT, Reddish
4
S-1
SS
18
16
Brown, Moist, Stiff to Very Stiff
5
1
5
8
28
S-2
SS
18
18
12
5
675
18
8
S-3
SS
18
18
11
; 28
17
5
S-4
SS
18
18
7
16
10
670
9
;
(ML) SANDY SILT, Reddish Brown, Moist, Stiff
4
S-5
SS
18
16
5
13 ;
15
665
8
(SM) SILTY FINE TO MEDIUM SAND,
Orangish to Tannish Brown, Moist, Medium
Dense
4
S-6
SS
18
16
5
1 '.
20
660
7
4
S-7
SS
18
18
a
14 ;
25655
END OF BORING @ 25'
8
30
650
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
WL GNE WS ❑ WD ®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 21.6'
WL(BCR) S WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S A

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 1
Date: 6/11/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader
Model No.: SK 160 LC
❑ Other:.
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
0.5
(SM) FILL — SILTY CLAY, Moist, Tan
Medium
0.5
2
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
2
6
(ML) FILL — SANDY SILT, Contains Significant Timber and Construction Debris,
Moist, Reddish Brown
Medium
6
7
(ML) RESIDUAL — SANDY SILT, Moist, Dark Brown
Medium
Depth to Water: Not Encountered
ti-
1

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 2
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
3
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
3
6
(ML) FILL — SANDY SILT, Contains Significant Timber and Construction Debris,
Moist, Reddish Brown
Medium
6
7
(ML) RESIDUAL — SANDY SILT, Moist, Dark Brown
Medium
Depth to Water: Not Encountered
:;?, `�srs"r.'ilii�A rs`i't%f,.�-;,`: ;�'�"^^� -�-:�• f ,f•..;• - _`- v°" _ _'c`�r,
_•r.,y�wJlri i•,rir .!% l �� '�^-+[�' t,r� f J 'Vti' �,� ---P _
ori' ' ';'�• 5>1,�;,s�.t n . i - �� ��'�'` . -�
.�� �•�� �l' ./� y'J 'jyl%�.%"E% 1•'tii: j..'J� Y ~'".Sr
r,�Fi.

E
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 3
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
0.5
(SM) FILL —SILTY SAND, Moist, Tannish Brown
Medium
0.5
1.5
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
1.5
10
(ML) FILL — SANDY SILT, Contains Significant Trees, Timber, and Construction
Debris, Moist, Brown
Medium
10
11
(ML) RESIDUAL —SANDY SILT, Moist, Brown
Medium
Depth to Water: Not Encountered

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Date: 6/1/2015
Job Name: Afton Ridae Industrial Location: Concord, North Carolina
ECS Project No.: 08-10919 Technician: Odise Adams
Client: Childress Klein Excavation Subcontractor: Hal Abernathy Grading
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 4
❑ Front End Loader ❑ Other:,
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
1
(SM) FILL — SILTY SAND, Moist, Tannish Brown
Medium
1
4
(SM) FILL — SILTY SAND, Contains Significant Trees, Moist, Dark Brown
Medium
4
5.5
(ML) RESIDUAL — SANDY SILT, Moist, Tannish Brown
Medium
Depth to Water: Not Encountered

E El
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 5
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
1
(SM) FILL —SILTY SAND, Contains Roots, Moist, Tannish Brown
Medium
1
1.5
(SM) RESIDUAL —SILTY SAND, Moist, Tannish Brown
High
Depth to Water: Not Encountered

ffi
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 6
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
2
(SM) FILL — SILTY SAND, Moist, Tannish Brown
Medium
2
14
(MH) FILL — ELASTIC SILT, Contains Significant Trees and Timber, Moist,
Blackish Brown
Depth to Water: Not Encountered

Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
Type: ❑ Rubber Tire Backhoe ® Trackhoe ❑ Front End Loader ❑ Other:
Manufacturer: Kobelco
Test Pit No.: 7
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
3
(SM) FILL — SILTY SAND, Moist, Tannish Brown
Medium
3
10
(MH) FILL — ELASTIC SILT, Contains Significant Trees, Moist, Blackish Brown
Medium
10
11
(MH) RESIDUAL — ELASTIC SILT, Moist, Blackish Brown
High
Depth to Water: Not Encountered

9i
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 8
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:,
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
2
(SM) FILL — SILTY SAND, Contains Tree Branches, Moist, Brown
Medium
2
3
(SM) RESIDUAL — SILTY SAND, Moist, Tan
High
Depth to Water: Not Encountered

E9
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 9
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
2
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
2
5
(MH) FILL — ELASTIC SILT, Moist, Reddish Brown
Medium
5
14
(MH) FILL — ELASTIC SILT, Contains Significant Trees, Moist, Reddish Brown to
Brown
Medium
r
��
Depth to Water: Not Encountered
r
��

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 10
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
0.7
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
0.7
5
(SM) FILL — SILTY SAND, Contains Slight Tree Limbs, Moist, Reddish Brown
Medium
5
10
(MH) FILL — ELASTIC SILT, Contains Significant Trees, Moist, Black/Reddish
Brown
Medium
10
12
(MH) RESIDIUAL — ELASTIC SILT, Moist, Reddish Brown
Medium
+
F
Y �
Depth to Water: Not Encountered
V r
/,
s
+
F
Y �

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 11
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
1.5
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
1.5
4
(SC) FILL — CLAYEY SAND, Contains Slight Tree Limbs and Construction
Debris, Moist, Tannish Brown
Medium
4
6
(ML) FILL —SANDY SILT, Moist, Reddish Brown/Gray
Medium
6
7
(SM) RESIDUAL — SILTY SAND, Contains Slight Mica, Reddish Brown
Medium
0
Depth to Water: Not Encountered
0
7J� i!

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 12
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
0.5
(SM) FILL — SILTY SAND, Contains Rocks, Moist, Tan
Medium
0.5
2.5
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
2.5
6
(ML) FILL — SANDY SILT, Contains Significant Trees and Slight Construction
Debris, Moist to Wet, Dark Brown
Low
r•
1� y
Depth to Water:
4 q
L,
I i
r•
1� y

9-i
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 13
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
1
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
1
3.5
(ML) FILL — SANDY SILT, Contains Slight Mica, Moist, Reddish Brown/Black
Medium
3.5
4
(SM) RESIDUAL — SILTY SAND, Moist, Tannish Brown
Medium
Depth to Water: Not Encountered

9-i
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 14
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
2.7
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
2.7
5
(ML) FILL — SANDY SILT, Contains Significant Tree Limbs, Moist, Reddish
Brown
Medium
5
10
(ML) FILL — SANDY SILT, Contains Significant Tree Limbs, Moist, Gray/Reddish
Brown
Medium
10
11
(CL) RESIDUAL —SANDY CLAY, Moist, Dark Reddish Brown
Medium
Depth to Water: Not Encountered

C
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 15
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
0.8
(SM) FILL —SILTY SAND, Moist, Tannish Brown
Medium
0.8
2.7
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
2.7
3.5
(ML) FILL — SANDY SILT, Contains Significant Trees, Moist, Reddish Brown
Medium
3.5
9
(CL) FILL — SANDY CLAY, Contains Significant Trees, Moist, Blueish Gray
Medium
9
10
(SM) RESIDIUAL — SILTY SAND, Contains Slight Mica, Moist, Tan
Medium
Depth to Water: Not Encountered

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 16
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:,
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
0.5
(SM) FILL — SILTY SAND, Moist, Tannish Brown
Medium
0.5
1
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
1
3
(ML) RESIDUAL — SANDY SILT, Contains Slight Mica, Moist, Reddish Brown
Medium
3
5.5
(SM) — SILTY SAND, Contains Slight Mica, Moist, Tannish Brown
Medium
Depth to Water: Not Encountered
v •: F�r ir`
A
li
f
y�, 4 ti�

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 17
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth(ft)
Soil Description
Excavation
Effort
From
To
0
2
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
2
8
(ML) FILL — SANDY SILT, Moist, Dark Gray/Dark Reddish Brown
Medium
8
10
(ML) RESIDUAL —SANDY SILT, Moist, Reddish Brown
Medium
Depth to Water: Not Encountered
t,
}
-
9
M
-
a

Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 18
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
3
(SM) RESIDIUAL — SILTY SAND, Moist, Tannish Brown
Medium
Depth to Water: Not Encountered

Laboratory Testing Summary
page 1 of 1
pth
et)
MC1
N
Atterberg Limits3 Percent
Soil Passing
Type2 LL PL PI No. 200
Sieve4
Moisture -Density (Corr.)5
Maximum Optimum CSR
Density Moisture Value6 Specific Gravity
(pcf) N
-5.00
36.0
-7.50
36.9
-2.50
9.4
-5.00
25.1
10.00
39.6
ML 48 34 14 81
-7.50
24.3
MH 59 50 9 66
-5.00
31.3
-7.50
31.7
MH 63 39 24 79
-2.50
17.8
-2.50
23.4
487, 3 ASTM D 4318, 4. ASTM D 1140, 5 See test reports for test method, 6. See test reports for test method
)e USCS (Unified Sod Classification System), LL Liquid Limit, PL Plastic Limit, PI Plasticity Index, CBR California Bearing Ratio, OC Organic Content (ASTM D 2974)
al -DTR
E, 2015
— , ED'S C,�,R���I_ VIAS, LLP
1812 Centel Fai k Drive, suite D
Ecig Charlotte. r.c 28217
Phone [phone]
—
Fax 170J) 357-0023

Major Divisions
Group
Typical Names
Laboratory Classification Criteria
Symbols
.4
Well graded gravels, gravel-
C,,ZD6o/D10 greater than 4
o
GW
sand mixtures, little or no fines
Cc=(D30) /(D10 x D60) between 1 and 3
N
tZ Con
C7
a�
c� GO
s.
GP
Poorlygraded gravels, gravel-
g
n
> o
Not meeting all gradation requirements for GW.
INS
� j
sand mixtures, little or no fines
o
IN
CD
> w
CD
N
Z
d°
Silty Gravels gravel -sand -silt
a
6 " — L=3g
Atterber limits
y
3
GMa
mixtures
E ? °° -o
o
below "A" line or P.I.
Above "A" line with P.I.
INSt
u
a 3
less than 4
between 4 and 7 are
o Y
w
a
borderline cases requiring
Atterberg limits
rn °'
°
o --
GC
Clayey Gravels ravel -sand-
y y , g
t „
above "A" line with
use of dual symbols
clay mixtures
0 �
P.I. greater than 7
U
Well -graded sands, gravelly
Cu D60�10 greater than 6
M CZ
w = o
N
C
o
cr,
SW4.
sands, little or no fines
GJ o ' i•
o .n 1r, b
2
C� (D3o) /(DIO X D60) between 1 and 3
U
ri
°J o.c ro o
da C1
_
>
s,
Poorly graded sands, gravelly
N ; o
U
SP
Not meeting all gradation requirements for SW
d
sands, little or no fines
c L o o
C4 -
CIS o
Atterberg limits
"A"
Limits plotting in hatched
coc
4.
tl asd
o
Y c
°
a
SM
Silty sands, sand -silt mixtures
�, o
0
below line or P.I.
zone with P.I. between 4
°
3
u
b
less than 4
and 7 are borderline cases
Clayey sands, sand -clay
Atterberg limits
"A"
0
IV
requiring use of dual
Cn
SC
Q
above line with
symbols
.,
mixtures
P I. greater than 7
Inorganic silts and very fine sands,
..ML
INS
rock flour, silty or clayey fine
60
�, N
sands, or clayey silts with slight
/
^oma
M
°plasticity
b
��
Y
Inorganic clays of low to medium
C)
-
oW')
50
CL
plasticity, gravelly clays, sandy
zCIO.0
clays, silty clays, lean claysct
Organic silts and organic silty40
6
c -v
OL
clays of low plasticity
Inorganic silts, micaceous or
, 30
MH
diatomaceous fine sandy or silty
5
'S
soils, elastic silts
O�
MH or OH
0
20
of
r: �
U ,.-,
eq
CH
Inorganic clays of high plasticity,
G�
fat clays
Y
10
CIO7
CL—
OH
Organic clays of medium to high
Organic
4
ML or OL
INSa
plasticity, organic silts
0
0 10 20 30 40 50 60 70 80 90 100
L�
Liquid limit, w,
'o
�,
PtPeat
and other highly organic soils
Reference: Winterkorn & Fang, 1975 (ASTM D-2487)
O
aDivision of GM and SM groups into subdivision of d and u are for road and airtields only. Subdivision is based on Atterberg limits; suttix d used
when L.L. is 28 or less and the P.I is 6 or less; the suffix u is used when L.L. is greater that 28.
bBorderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example:
GW -GC, well -graded gravel -sand mixture with clay binder.
1812 CENTER PARK DRIVE
C SUITE D
CHARLOTTE, NC 28217 UNIFIED SOIL
LTD 704/525-5152
FAX/704-357-0023 CLASSIFICATION SYSTEM

REFERENCE NOTES FOR BORING LOGS
I. Drilling Sampling Symbols
Consistency
Particle Size Identification
SS
Split Spoon Sampler
ST
Shelby Tube Sampler
RC
Rock Core, NX, BX, AX
PM
Pressuremeter
DC
Dutch Cone Penetrometer
RD
Rock Bit Drilling
BS
Bulk Sample of Cuttings
PA
Power Auger (no sample)
HSA
Hollow Stem Auger
WS
Wash sample
REC
Rock Sample Recovery %
RQD
Rock Quality Designation %
II. Correlation of Penetration Resistances to Soil Properties
Standard Penetration (blows/ft) refers to the blows per foot of a 140 Ib. hammer falling 30
inches on a 2 -inch OD split -spoon sampler, as specified in ASTM D 1586. The blow count is
commonly referred to as the N -value
A. Non -Cohesive Soils (Silt, Sand, Gravel and Combinations)
Density Relative Properties
Under 4 blows/ft Very Loose Adjective Form 12% to 49%
5 to 10 blows/ft Loose With 5% to 12%
11 to 30 blows/ft Medium Dense
31 to 50 blows/ft Dense
Over 51 blows/ft Very Dense
B. Cohesive Soils (Clay, Silt, and Combinations)
Blows/ft
Consistency
Particle Size Identification
Boulders
Plasticity
8 inches or larger
Cobbles
QP (tso
3 to 8 inches
Gravel
Coarse
1 to 3 inches
Under 0 25
Medium
'/2 to 1 inch
3 to 4
Fine
%4 to'/2 inch
Sand
Coarse
2.00 mm to 1/4 inch (dia of lead pencil)
Medium Stiff
Medium
0 42 to 2 00 mm (dia of broom straw)
8-22
Fine
0 074 to 0 42 mm (dia of human hair)
Silt and Clay
High to Very High
0 0 to 0 074 mm articles cannot be seen
B. Cohesive Soils (Clay, Silt, and Combinations)
Blows/ft
Consistency
Unconfined
Comp. Strength
Degree of
Plasticity
QP (tso
Plasticity
Index
Under 2
Very Soft
Under 0 25
None to slight
0-4
3 to 4
Soft
0.25-0.49
Slight
5-7
5 to 8
Medium Stiff
0.50-0.99
Medium
8-22
9 to 15
Stiff
1 00-1.99
High to Very High
Over 22
16 to 30
Very Stiff
2 00-3 00
31 to 50
Hard
4.00-800
Over 51
Very Hard
Over 8.00
III. Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave -In
WS While Sampling ACR After Casing Removal WCI Wet Cave -In
WD While Drilling V Est. Groundwater Level ® Est Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augenng, without adding fluids, in a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied

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

subsurface conditions revealed during construction. The geotechnical engi-
neer who developed your report cannot assume responsibility or liability for
the report's recommendations if that engineer does not perform construction
observation
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineer-
ing reports has resulted in costly problems Lower that risk by having your
geotechnical engineer confer with appropriate members of the design team
after submitting the report. Also retain your geotechnical engineer to review
pertinent elements of the design team's plans and specifications. Contractors
can also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural or other design drawings
Only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk.
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, butpreface it with a
clearly written letter of transmittal In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the report's
accuracy is limited; encourage them to confer with the geotechnical engineer
who prepared the report (a modest fee may be required) and/or to conduct ad-
ditional study to obtain the specific types of information they need or prefer.
A prebid conference can also be valuable Be sure contractors have sufficient
time to perform additional study. Only then might you be In a position to give
contractors the best information available to you, while requiring them to at
least share some of the financial responsibilities stemming from unantici-
pated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disciplines.
This lack of understanding has created unrealistic expectations that have led
to disappointments, claims, and disputes To help reduce the risk of such
outcomes, geotechnical engineers commonly include a variety of explanatory
provisions in their reports. Sometimes labeled "limitations" many of these
provisions indicate where geotechnical engineers' responsibilities begin
and end, to help others recognize their own responsibilities and risks. Read
these provisions closely Ask questions Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually re-
late any geoenvi ron mental findings, conclusions, or recommendations; e.g.,
about the likelihood of encountering underground storage tanks or regulated
contaminants. Unanticipated environmental problems have led to numerous
project failures. If you have not yet obtained your own geoenvironmental in-
formation, ask your geotechnical consultant for risk management guidance.
Do not rely on an environmental report prepared for someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction, op-
eration, and maintenance to prevent significant amounts of mold from grow-
ing on indoor surfaces. To be effective, all such strategies should be devised
for the express purpose of mold prevention, integrated into a comprehensive
plan, and executed with diligent oversight by a professional mold prevention
consultant Because just a small amount of water or moisture can lead to
the development of severe mold infestations, a number of mold prevention
strategies focus on keeping building surfaces dry. While groundwater, wa-
ter infiltration, and similar issues may have been addressed as part of the
geotechnical engineering study whose findings are conveyed in -this report,
the geotechnical engineer in charge of this project is not a mold prevention
consultant, none of the services performed in connection with
the geotechnical engineer's study were designed or conducted
for the purpose of mold prevention. Proper implementation of
the recommendations conveyed in this report will not of itsell
he sufficient to prevent mold from growing in or on the struc-
ture involved.
Rely on Your ASFE-Member Geotechnical
Engineer For Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical engi-
neers to a wide array of risk management techniques that can be of genuine
benefit for everyone involved with a construction project. Confer with your
ASFE-member geotechnical engineer for more information.
ASFE
The Best People on Earth
8811 CoIesviIle Road/Suite G106, Silver Spring, MD 20910
Telephone' 301/565-2733 Facsimile 301/589-2017
e-mail. info@asfeorg wwwasfe.org
Copyright 2004 by ASFE, Inc Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFB specific
written permission Excerpting, quoting, or otherwise extracting wording from this document is permuted only with the express written permission of ASFE, and only for purposes
of scholarly research or book review Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report Any other firm,
individual, or other entity that so uses this document without being anASFE member could be commuting negligent or intentional (fraudulent) misrepresentation
IIGER06045 OM