SW5220302_Soils/Geotechnical Report_20220406

GEOTECHNICAL EXPLORATION REPORT
NORTH CAROLINA NATIONAL GUARD
NCNG JFHQ HELIPAD
DISTRICT DRIVE
RALEIGH, NORTH CAROLINA
JOB NUMBER: 42866
PREPARED FOR:
NORTH CAROLINA NATIONAL GUARD
1636 GOLD STAR DRIVE
SUITE 2600
RALEIGH, NORTH CAROLINA 27607
January 30, 2020
& 0 a
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.

TABLE OF CONTENTS
1. PROJECT INFORMATION.................................................................................... 1
2. FIELD EXPLORATION.......................................................................................... 2
2.1 Hand Auger Borings........................................................................................... 2
2.2 Test Pits............................................................................................................... 2
3. SITE GEOLOGY....................................................................................................... 3
4. LABORATORY TESTING...................................................................................... 3
5. SUBSURFACE CONDITIONS................................................................................ 4
5.1.1 Hand Auger Borings............................................................................... 4
5.1.2 Test Pits................................................................................................... 5
6. GEOTECHNICAL COMMENTARY..................................................................... 5
7. LIMITATIONS OF REPORT.................................................................................. 5
8. CLOSURE..................................................................................................................5
APPENDICES
Appendix A — Figures
Appendix B
— Boring Logs
Appendix C
— Laboratory Test Result
Appendix D
— Field Report

sEl�E
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
January 30, 2020
North Carolina National Guard
1636 Gold Star Drive
Suite 2600
Raleigh, North Carolina 27607
Attention: Lieutenant Colonel Robyn Bryant
Re: Geotechnical Exploration Report
NCNG JFHQ Helipad
District Drive
Raleigh, North Carolina
Timmons Group Project No. 42866
Lieutenant Colonel Bryant:
5410 Trinity Road
Suite 102
Raleigh, NC 27607
P 919.866.4951
F 919.859.5663
www.timmons.com
Timmons Group is pleased to submit this geotechnical exploration report for the referenced
project. The objectives of our services were to explore subsurface conditions and provide a
summary of encountered conditions and laboratory test results.
This report is a revision to our Revised Geotechnical Engineering Report dated July 2, 2019. The
report has been updated to provide only the geotechnical fieldwork data and laboratory test data
performed to date.
1. PROJECT INFORMATION
The site is just south of the existing North Carolina National Guard Joint Force Headquarters
located at 1636 Gold Star Drive in Raleigh, North Carolina. A Site Vicinity Map is shown in
Figure 1.
Proposed construction will consist of a helipad and associated parking lots and paved drives. Some
of the new pavement is expected to receive occasional fuel truck traffic. Mass grading will require
excavation and fill depths on the order of 10 feet.
The site is bounded by District Drive with the North Carolina National Guard Joint Force
Headquarters beyond to the north, Wade Avenue to the south, the North Carolina State Laboratory
of Public Health and Office of the Chief Medical Examiner to the west, and Western Wake Fire

Revised Geotechnical Data Report Project No.42866
NCNG JFHQ Helipad — Raleigh, NC January 30, 2020
Department to the east. Ground surface elevations in the proposed construction area range from
approximately 440 feet in the middle of the site to approximately 424 feet at the northern edge of
the site. Site grades generally slope downward from the central peak to the north, south, east, and
west.
2. FIELD EXPLORATION
The field exploration included a visual site reconnaissance by a representative of Timmons Group,
performance of five (5) soil test borings (B-1 through B-5), and performance of nine (9) test pit
excavations (T-1 through T-9). Boring and test pit locations were selected by Timmons Group. A
representative from Timmons Group established their locations in the field using GPS equipment.
Approximate boring locations are shown on Figure 2 in Appendix A. Approximate test pit
locations are shown in Appendix D.
2.1 Hand Auger Borings
Hand auger borings were performed to depths of approximately 2.5 to 10 feet below the existing
ground surface with hand auger drilling techniques. Samples of subsurface soils were taken within
the borings at approximate 1-foot depth intervals. Dynamic cone penetrometer (DCP) tests were
conducted at 2-foot depth intervals in general accordance with method described by Sowers and
Hedges (Dynamic Cone for Shallow In -Situ Penetration Testing, 1966). Several bulk samples of
auger cuttings were also collected.
Water levels were measured in open boreholes at the time of drilling. Upon completion, boreholes
were then backfilled up to the original ground surface with drill cuttings. Representative portions
of split -spoon soil samples were returned to our laboratory for quantitative testing and visual
classification in general accordance with Unified Soil Classification System guidelines.
Boring logs and a generalized soil profile (Figure 3), which present specific information from the
borings, are included in the Appendix. Stratification lines shown on the boring logs and profile
are intended to represent approximate depths of changes in soil types. Naturally, transitional
changes in soil types are often gradual and cannot be defined at particular depths. Boring elevations
shown on the logs and profile were obtained from the project topographic plan and should be
considered approximate.
2.2 Test Pits
After encountering debris -laden existing fill in two of the borings (B-1 and B-2), nine test pits
were performed at the site. This exploration is described in our field report dated March 7, 2019,
shown in Appendix D.
KA

Revised Geotechnical Data Report Project No.42866
NCNG JFHQ Helipad — Raleigh, NC January 30, 2020
3. SITE GEOLOGY
According to the North Carolina Department of Environment, Health, and Natural Resources,
Division of Land Resources, NC Geological Survey, the site is located in the Piedmont
Physiographic Province. In general, the Piedmont Province consists of generally rolling, well-
rounded hills and ridges with a few hundred feet of elevation difference between the hills and
valleys. Elevations in the Piedmont Province range from 300 to 600 feet above sea level near its
border with the Coastal Plain to 1,500 feet at the foot of the Blue Ridge. Resistant knobs and hills,
called monadnocks, which occur in the Piedmont Province, include the Sauratown, South, and
Uwharrie Mountains (Medina, Reid, and Carpenter, 2004).
According the referenced Survey, the site is underlain by Felsic Mica Gneiss. Felsic Mica Gneiss
is described as interlayered with biotite and hornblende gneiss and schist.
4. LABORATORY TESTING
Laboratory testing was performed on representative soil samples obtained from the borings. This
testing consisted of natural moisture content, Atterberg limits, grain size analyses, Standard
Proctor, and California Bearing Ratio (CBR) on soils. Laboratory tests were performed in general
accordance with applicable ASTM procedures. Individual laboratory test data sheets are provided
in the Appendix. Summaries of laboratory test data are provided in the tables below.
Natural Moisture and Classification Tests
Grain Size
Atterberg Limits
Natural
Analysis
Depth
Moisture
USCS
o
Boring
(Feet)
Content
Classification
(%)
LL
PL
PI
Sand
%
And
Fines*
Gravel
B-2
1-2
13.9
40
29
11
46.2
53.8
ML**
B-3
1-2
12.5
22
15
7
57.1
42.9
SC*
B-4
7.0
27.7
64
47
17
46.1
53.9
NM**
*Material passing No. 200 sieve (clay and silt)
**Based on visual classification and Atterberg limits
3

Revised Geotechnical Data Report Project No.42866
NCNG JFHQ Helipad — Raleigh, NC January 30, 2020
Standard Proctor and CBR Testing
Standard Proctor
Natural
Optimum
Maximum
Boring
Depth
Moisture
Moisture
Dry
CBR
o
/oSwell
USCS
(Feet)
Content
Content
Density
(01„)
Classification
(%)
(%)
(pcf)
B-2
1-2
13.9
12.2
121.2
3.4
2.7
ML**
B-3
1-2
12.5
12.0
122.1
1.9
0.1
SC*
Based on the Atterberg limits testing, near -surface soils are of low to high plasticity. Based on
comparison of natural moisture contents of near -surface soils to the optimum moisture contents of
the bulk samples, near -surface soils appeared near optimum moisture at the time of our
exploration. Some wetting or drying of the on -site soils could be required prior to their re -use as
fill. However, the amount of moisture manipulation will likely depend on prevailing weather
conditions.
5. SUBSURFACE CONDITIONS
5.1.1 Hand Auger Borings
Borings encountered approximately I to 6 inches of surficial topsoil. Below topsoil, fill soils were
encountered in borings B-1 and B-2 to depths of approximately 2.5 to 3.5 feet. Refusal materials
were encountered below these depths. The borings were offset multiple times from the original
locations but were unable to be excavated deeper. Encountered fill consisted of soft to firm silty
clays and sandy silts (CL, ML). Much of the fill contained wood, asphalt, concrete and rock
fragments, tires, silt fencing, and other trash. Near the refusal depth in borings B-1 and B-2, the
fill contained asphalt and concrete fragments along with other trash. We expect refusal in borings
B-1 and B-2 occurred on asphalt or concrete debris. DCP values within the fill profile ranged from
4 to 5 blows per increment. It is possible that some SPT N-values were amplified due the presence
of asphalt, rock, and concrete fragments and may not represent the true consistency of the soil. It
is our opinion that the existing fills encountered in the borings are not consistent with -a controlled
fill intended to support structures. The fill contains excessive debris.
Below surface materials in borings B-3, B-4, and B-5, "undisturbed" residual soils were
encountered to depths of about 10 feet. These soils consisted of medium dense clayey sands (SC),
and soft to stiff silty clays, and silts with varying amounts of clay and sand (CL, ML, MH). DCP
values within these soils ranged from 3 to 20+ blows per increment, with typical values of 8 to 18
blows per increment.
4

Revised Geotechnical Data Report Project No.42866
NCNG JFHQ Helipad - Raleigh NC January 30 2020
At the time of drilling, water was not encountered in the borings. It is important to realize that
groundwater levels will fluctuate with changes in rainfall and evaporation rates. In addition,
perched groundwater could be encountered within near -surface soils, particularly after rainfall.
5.1.2 Test Pits
Due to the presence of fill material and trash in two of the initial hand auger borings (13-1 and 13-
2), several test pits (T-1 through T-9) were completed to further explore the fill mass on site. Test
Pits T-1 through T-7 encountered approximately 6 to 9 feet of fill material mixed with trash, while
Test Pits T-8 and T-9 encountered undisturbed soils below the surficial topsoil layer. Perched
ground water was also encountered in several of the borings. A detailed summary of test pits
findings along with photographs can be found in the Field Report located in the Appendix D of
this report.
6. GEOTECHNICAL COMMENTARY
We understand the design recommendations for pavements at this site will be provided by others.
The goal of this report is to provide information based on field exploration done by Timmons
Group.
7. LIMITATIONS OF REPORT
While this exploration has been conducted in accordance with generally accepted geotechnical
engineering practices, there remains some potential for variation of the subsurface conditions in
unexplored areas of the site.
8. CLOSURE
We appreciate this opportunity to be of service to you on this project. If you have any questions
regarding this report or if we can be of further assistance, please contact us at [phone].
Respectfully submitted,
TIMMONs GROUP
esse L. Israel, E.I.
Geotechnical Professional
�o\11110i'li`�
@� SEAL
029383
`'�✓ ®'�
G l t� � : 5 J. Nathan Reeves P.E.
e. � ,
Senior Geotechnical Engineer
f`i€;+sfi"""� NC Registration No. 29383
5

APPENDIX A
FIGURES

5 5 +}
or � n _
qk
P:%
ti k
SCALE: NTS
CHECKED BY: JNR
PLOTTED BY: JLI
DATE: 2/20/19
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
PROJECT NUMBER: 42866
North Carolina
1p
� �,�-. Q Technolp
W slthase Blvd +1,
4K LIF.fk"ice N
SITE VICINITY MAP
NCNG HELIPAD
DISTRICT DRIVE
RALEIGH, NORTH CAROLINA
NORTH
DRAWING
1

- 5 ..-�..�. �..,..- tf-
�.J \
BORING LOCATIONS
BORING NORTHING FASTING DEPTH j / / T9u- R OF BOLT
B-1 748389.91 2084909.68 10'
8-2 748382.46 2085034.45 10,
B-3 748331.84 2085324.45 10, / 100 0 100 200
BA 748260.36 2085124.84 10, Approximate Soil
B-5 748165.64 2085314.53 10, Test Boring Locations SCALE: 1 "='106' FEET
Scale: Not to scale . �! �� Boring Location Plan Figure No.
Date: 2/19/19 NCNG Helipad
Drag By: JLl T I M M O N S GROUP Raleigh, North Carolina 2
ProjectNo.: 42866 YOUR VISION ACHIEVED THROUGH OURS.

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432
430
428
426
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.......... ............................................ .. ........... ........... ....
422L
Lithology Symbols Groundwater Symbols
ETopsoil Fill (made At End
E2 ground) a of Drilling V At 24 Hours
Clayey Sand IN Silt Exploration Symbols
B-01 (Exploration ID)
1 E Elastic Silt Low Plasticity Ed Clay 13 (N-Value)
53% 98%(RQD REC)
% Soil Profile
T I M M O N S GROUP NCNG Helipad
YOUR VISION ACHIEVED THROUGH OURS. Raleigh, NC
PROJECT NUMBER DRAWN BY DATE DRAWN
42866 JLl 2/27/19
Timmons Group HORIZONTAL SCALE APPROVED BY FIGURE
VERTICAL SCALE JNR 3

APPENDIX B
BORING LOGS

TIMMONS GROUP
YOUR WSION ACHIEVED THROUGH OURS.
KEY TO BORING LOG TERMINOLOGY
Relative Density — Used for soils with less than 50%
passing No. 200 sieve
Consistency — Used for soils with 50 percent or more
passing No. 200 sieve
Relative Density
SPT N-Value
blows/ft
Consistency
SPT N-Value
blows/foot
Very Loose
0 to 3
Very Soft
0 to 2
Loose
4 to 10
Soft
3 to 4
Medium Dense
11 to 30
Firm
4 to 8
Dense
31 to 49
Stiff
9 to 15
Very Dense
Greater than 50
Very Stiff
15 to 30
Hard
31 to 49
Very Hard
Greater than 50
Grain Size Terminolo U.S. Standard Sieves
Natural Moisture Content
Term
Particle Size
Boulder
12 inches +
Dry
Very little apparent moisture,
dusty
Cobble
3 to 12 inches
Coarse Gravel
% to 3 inches
Moist
Damp, but no free water visible
Fine Gravel
#4 to % inches
Coarse Sand
#10 to #4
Medium Sand
#40 to #10
Wet
Visible free water, or in cohesive
soil, clearly saturated
Fine Sand
#200 to #40
Silt and Clay
<#200
PLASTICITY CHART - USED FOR
MATERIAL < #40 SIEVE
so-
For classifi
50
a
0Gr7
A
z
F
F
d
J
a
10
7
4
0
70 .. 1:6
0
10 16 20 30 40 SO 60
11
LIQUID LIMIT
{LL):
cation of fine-grained soils and
r
fine-grained fraction ofcoarse-grained soils.
,
J
Equation of ".["-line
Hotixontal at P7=1 to LC=25.3, � J
then Pl�.73 (n-?0)
G
Equation of "L'"'-line
['ertiral at LL=16 to PI=7,
then Pl�.9(L.IrB)

SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
SYMBOLS
TYPICAL
DESCRIPTIONS
GRAPH
LETTER
GRAVEL
AND
CLEAN
GRAVELS
' �r .' r
16
• •
GW
WELL -GRADED GRAVELS, GRAVEL -
FSANNED MIXTURES, LITTLE OR NO
°
°° 3.
o p�o p
GP
POORLY -GRADED GRAVELS,
GRAVEL - SAND MIXTURES, LITTLE
OR NO FINES
GRAVELLY
SOILS
(LITTLE OR NO FINES)
COARSE
GRAINED
SOILS
MORE THAN 50%
OF COARSE
FRACTION
GRAVELS WITH
FINES
0
00
°
°°
°
°
p
O
GM
SILTY GRAVELS, GRAVEL - SAND -
SILT MIXTURES
RETAINED ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
/+G
G
CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
SAND
AND
CLEAN SANDS
SW
WELL -GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
MORE THAN 50%
OF MATERIAL IS
Sp
POORLY -GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
FINES
LARGER THAN
NO. 200 SIEVE
SIZE
SANDY
SOILS
(LITTLE OR NO FINES)
SANDS WITH
FINES
S M
SILTY SANDS, SAND - SILT
MIXTURES
MORE THAN 50%
OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
SC
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
ML
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
CL
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
FINE
GRAINED
SOILS
SILTS
AND LIQUID LIMIT
LESS THAN 50
CLAYS
— — — —
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50%
OF MATERIAL IS
SMALLER THAN
NO. 200 SIEVE
MH
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SILTY SOILS
SIZE
SILTS
AND LIQUID LIMIT
CLAYS GREATER THAN 50
CH
CLAYS OF HIGH
PLASTICITY
PLASTICITY
OH
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
0 0 0
HIGHLY ORGANIC SOILS
'/ 0" / 0" / 0" / N
„ „ „ „
PT
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

•• *
BORING B-1
.
�
Timmons Group
PAGE 1 OF 1
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
PROJECT NUMBER 42866
PROJECT NAME NCNG Helipad
CLIENT North Carolina National Gaurd
PROJECT LOCATION Raleigh, NC
DATE STARTED 1 /30/2019 COMPLETED 1 /30/2019
GROUND ELEVATION 438 ft
HOLE DEPTH 3.5 feet
DRILLING CONTRACTOR Timmmons Group
BOREHOLE WATER LEVELS:
DRILLING METHOD Hand Auger
AT END OF DRILLING ---
LOGGED BY J. Israel, E.I. CHECKED BY N. Reeves,
P.E. AT 24 HOURS DRILLING ---
NOTES Refusal w/ Offset
CAVE DEPTH
z
o
z
w
O
SAMPLING
a
a
Q S
MATERIAL DESCRIPTION
BLOW COUNT
w N
LAB TESTS
REMARKS
w
p
>
J
(N-VALUE)
Lu
w
O
a
0
TOPSOIUROOT MAT
00
SILTY CLAY: (CL): gray and brown, wet, firm,
with fine to medium sand, and organics, and
DCP 5-5-5
construction debris, FILL MIXED WITH
435
ASPHALT CHUNKS
Refusal at 3.5 feet.
Bottom of borehole at 3.5 feet.

4040060 BORING B-2
Timmons Group PAGE 1 OF 1
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
PROJECT NUMBER 42866 PROJECT NAME NCNG Helipad
CLIENT North Carolina National Gaurd PROJECT LOCATION Raleigh, NC
DATE STARTED 1 /30/2019 COMPLETED 1 /30/2019 GROUND ELEVATION 436 ft HOLE DEPTH 2.5 feet
DRILLING CONTRACTOR Timmmons Group BOREHOLE WATER LEVELS:
DRILLING METHOD Hand Auger AT END OF DRILLING ---
LOGGED BY J. Israel, E.I. CHECKED BY N. Reeves, P.E. AT 24 HOURS DRILLING ---
NOTES Refusal w/ Offset CAVE DEPTH
z
2 O
a Q MATERIAL DESCRIPTION
Lu
W
435 TOPSOIUROOT MAT
SANDY SILT: (ML): brown, fine to medium
grained, wet, soft, with mica, and organics, and
construction debris, FILL MIXED WITH
ASPHALT CHUNKS
Refusal at 2.5 feet.
Bottom of borehole at 2.5 feet.
z
J Lu
O SAMPLING a
00 BLOW COLINTc w N LAB TESTS
(N-VALUE) U ,
O
d
CP 2-4-5
REMARKS

•• *
BORING B-3
.
�
Timmons Group
PAGE 1 OF 1
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
PROJECT NUMBER 42866
PROJECT NAME NCNG Helipad
CLIENT North Carolina National Gaurd
PROJECT LOCATION Raleigh, NC
DATE STARTED 1 /30/2019 COMPLETED 1 /30/2019
GROUND ELEVATION 432 ft
HOLE DEPTH 10 feet
DRILLING CONTRACTOR Timmmons Group
BOREHOLE WATER LEVELS:
DRILLING METHOD Hand Auger
AT END OF DRILLING ---
LOGGED BY J. Israel, E.I. CHECKED BY N. Reeves,
P.E. AT 24 HOURS DRILLING ---
NOTES
CAVE DEPTH
z
o
z
w
O
SAMPLING
a
a
`.'
Q S
MATERIAL DESCRIPTION
BLOW COUNT
w N
LAB TESTS
REMARKS
w
p
>
J
(N-VALUE)
Lu
w
O
a
0
TOPSOIL
DCP 6-7-12
CLAYEY SAND: (SC): tannish red -brown, fine to
430
medium grained, medium dense, with silt
DCP 8-9-11
CLAYEY SILT: (ML): tannish red, stiff, with fine
5
to medium sand
DCP 10-11-17
SILT: (MH): red to pink, stiff, with mica
425
DCP 8-15-15
10
Bottom of borehole at 10.0 feet.

•• •.�
BORING B-4
.
�
Timmons Group
PAGE 1 OF 1
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
PROJECT NUMBER 42866
PROJECT NAME NCNG Helipad
CLIENT North Carolina National Gaurd
PROJECT LOCATION Raleigh, NC
DATE STARTED 1 /30/2019 COMPLETED 1 /30/2019
GROUND ELEVATION 436 ft
HOLE DEPTH 10 feet
DRILLING CONTRACTOR Timmmons Group
BOREHOLE WATER LEVELS:
DRILLING METHOD Hand Auger
AT END OF DRILLING ---
LOGGED BY J. Israel, E.I. CHECKED BY N. Reeves,
P.E. AT 24 HOURS DRILLING ---
NOTES
CAVE DEPTH
z
o
z
w
O
SAMPLING
a
a
`.'
Q S
MATERIAL DESCRIPTION
BLOW COUNT
w N
LAB TESTS
REMARKS
w
p
>
J
(N-VALUE)
Lu
w
O
a
0
TOPSOIL
435
DCP 2-2-3
CLAYEY SILT: (ML): reddish pink, soft to stiff,
with mica
DCP 20+
SILTY CLAY: (CL): red, stiff, with fine to
'
medium sand
5
DCP 15-20+
SANDY SILT: (MH): reddish pink, stiff, with
mica, and clay
430
DCP 20+
10
Bottom of borehole at 10.0 feet.

•• *
BORING B-5
.
�
Timmons Group
PAGE 1 OF 1
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
PROJECT NUMBER 42866
PROJECT NAME NCNG Helipad
CLIENT North Carolina National Gaurd
PROJECT LOCATION Raleigh, NC
DATE STARTED 1 /30/2019 COMPLETED 1 /30/2019
GROUND ELEVATION 441 ft
HOLE DEPTH 10 feet
DRILLING CONTRACTOR Timmmons Group
BOREHOLE WATER LEVELS:
DRILLING METHOD Hand Auger
AT END OF DRILLING ---
LOGGED BY J. Israel, E.I. CHECKED BY N. Reeves,
P.E. AT 24 HOURS DRILLING ---
NOTES
CAVE DEPTH
z
o
z
w
O
SAMPLING
a
a
`.'
Q S
MATERIAL DESCRIPTION
BLOW COUNT
w N
LAB TESTS
REMARKS
w
p
>
J
(N-VALUE)
Lu
w
O
a
0
TOPSOIL
440
DCP 10-12-19
SILTY CLAY: (CL): orangeish red, stiff, with fine
to medium sand
'
DCP 15-20+
SILTY CLAY: (CL): reddish pink, stiff
5
DCP 15-20+
CLAYEY SILT: (MH): reddish pink, stiff, with
435
mica
SANDY SILT: (MH): pinkish tan, stiff, with mica
SILT: (MH): pinkish tan, stiff, with mica,
CHUNKS OF MICA
DCP 14-16-17
10
Bottom of borehole at 10.0 feet.

APPENDIX C
LABORATORY TEST RESULTS

80
70
L 60
A
s
T 50
1
C
1 40
T
Y
1 30
N
D
X 20
10
0
0
ASTM D-4318
20 40
Specimen Identification
LL
PL
B-2 1.0-2.0'
40
29
B-3 1.0-2.0'
22
16
B-4 7.0'
64
47
0.
60 80 100
LIQUID LIMIT (LL)
PI Fines Classification
11 63.8 Brown Medium to Fine Sandy Silt
7 42.9 Brown Silty Clayey Medium to Fine Sand
17 63.9 Red Brown Micaceous Course to Fine Sandy Silt
PROJECT NCNG Helipad - Raleigh, NC JOB NO. 1-19-0137-CA
DATE 2/26/19
Date Recieved: 1/30/2019 ATTERBERG LIMITS' RESULTS
Dates Tested: 1/30-2/20/2019 3200 Wellington Court, Ste 108
Raleigh, NC 27615

U.S. Standard Sieve Sizes
#4 #10 #20 #40 #60 #100 #200
Grain Size In Millimeters
GRAVEL
SAND
FINES
COARSE
FINE
COARSE
MEDIUM
FINE
SILT SIZES
CLAY SIZES
Boring No.
Elev./Depth
Nat. W.C.
L.L.
P.L.
P.I.
Soil Description or Classification
GRAIN SIZE DISTRIBUTION
B_2
1.0-2.0'
13.9
40.0
29.0
11.0
Brown Medium to Fine Sandy Silt
Project:
Job No.: 1-19-0137-CA
NCNG Helipad
Date Recieved: 1/30/2019
3200 Wellington Court, Ste 108
Raleigh, NC
Date: 2/26/19 Dates Tested: 1/30-2/20/2019
Raleigh, NC 27615

U.S. Standard Sieve Sizes
#4 #10 #20 #40 #60 #100 #200
Grain Size In Millimeters
GRAVEL
SAND
FINES
COARSE
FINE
COARSE
MEDIUM
FINE
SILT SIZES
CLAY SIZES
Boring No.
Elev./Depth
Nat. W.C.
L.L.
P.L.
P.I.
Soil Description or Classification
GRAIN SIZE DISTRIBUTION
B_3
1.0-2.0'
12.6
22.0
15.0
7.0
Brown Silty Clayey Medium to Fine Sand
Project:
Job No.: 1-19-0137-CA
NCNG Helipad
Date Recieved: 1/30/2019
3200 Wellington Court, Ste 108
Raleigh, NC
Date: 2/26/19 Dates Tested: 1/30-2/20/2019
Raleigh, NC 27615

U.S. Standard Sieve Sizes
#4 #10 #20 #40 #60 #100 #200
Grain Size In Millimeters
GRAVEL
SAND
FINES
COARSE
FINE
COARSE
MEDIUM
FINE
SILT SIZES
CLAY SIZES
Boring No.
Elev./Depth
Nat. W.C.
L.L.
P.L.
P.I.
Soil Description or Classification
GRAIN SIZE DISTRIBUTION
B-4
7.0'
27.7
64.0
47.0
17.0
Red Brown Micaceous Course to Fine Sandy Silt
Project:
Job No.: 1-19-0137-CA
NCNG Helipad
Date Recieved: 1/30/2019
3200 Wellington Court, Ste 108
Raleigh, NC
Date: 2/26/19 Dates Tested: 1/30-2/20/2019
Raleigh, NC 27615

01
30
25
20
15
10
05
00
95
90
Job No: 1-19-0137-CA Date: 2/26/19
Job Name: NCNG Helipad
Job Location: Raleigh, NC
Boring No: B-2
Sample No:
Depth: 1.0-2.0'
TEST RESULTS
Method of Test: ASTM D 1557A
Maximum Dry Density: 121.2 PCF
Optimum Moisture Content: 12.2%
Natural Moisture Content: 13.9%
Atterberg Limits: LL 40.0 PI 11.0
Soil Description: Brown Medium to Fine
Sandy Silt
Date Recieved: 1/30/2019
Dates Tested: 1/30-2/20/2019
CURVES OF 100% SATURATION
FOR SPECIFIC GRAVITY EQUAL TO:
2.80
2.70
2.60
-Al
85
80
75
0 5 10 15 20 25 30 35 40 45
WATER CONTENT (Percent Dry Weight)
MOISTURE -DENSITY RELATIONSHIP
3200 Wellington Court, Ste 108
Raleigh, NC 27615

01
30
25
20
15
10
05
00
95
90
Job No: 1-19-0137-CA Date: 2/26/19
Job Name: NCNG Helipad
Job Location: Raleigh, NC
Boring No: B-3
Sample No:
Depth: 1.0-2.0'
TEST RESULTS
Method of Test: ASTM D 1557A
Maximum Dry Density: 122.1 PCF
Optimum Moisture Content: 12.0%
)S� Natural Moisture Content: 12.5%
Atterberg Limits: LL 22.0 PI 7.0
Soil Description: Brown Silty Clayey Medium
to Fine Sand
Date Recieved: 1/30/2019
Dates Tested: 1/30-2/20/2019
CURVES OF 100% SATURATION
FOR SPECIFIC GRAVITY EQUAL TO:
2.80
2.70
2.60
F
85
80
75
0 5 10 15 20 25 30 35 40 45
WATER CONTENT (Percent Dry Weight)
MOISTURE -DENSITY RELATIONSHIP
3200 Wellington Court, Ste 108
Raleigh, NC 27615

GeoTechnologies, Inc.
JOB #: 1-19-0137-CA
DATE: 2/26/2019
NOTES: PROCTOR DATA:
Opt. Moisture - 12.2%
SOIL DESCRIPTION:
CBR DATA SHEET ASTM D-1883
JOB NAME: NCNG Helipad
SAMPLE I.D.: B-2 Depth: 1.0-2.0'
TEST PROCEDURE: ASTM D-1557
Max. Dry Density - 121.2 PCF
Brown Medium to Fine Sandy Silt
CBR SPECIMEN DATA
Swell Data
MOISTURE CONTENT
12.3%
Initial Reading
0.527
WET DENSITY
133.4 lbs./cuff
Final Reading
0.650
DRY DENSITY
118.8 lbs./cuff
Mold Height
4.591
% COMPACTION
98.0 %
% Swell
2.68
LOAD CELL 5000 LB.
RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 Ibs.
•111 ■■�.�■■■■■■■■■■■■■■■■■■■■■■
1 11 1 1 1 1 1 1 11 1 1 1 .1
CBR @ 0.1"
3.4
CBR @ 0.2°
4.5
% SWELL
2.7

GeoTechnologies, Inc. CBR DATA SHEET ASTM D-1883
JOB #: 1-19-0137-CA JOB NAME: NCNG Helipad
DATE: 2/26/2019
NOTES: PROCTOR DATA:
Opt. Moisture - 12.0%
SOIL DESCRIPTION:
SAMPLE I.D.: B-3 Depth:
TEST PROCEDURE
Max. Dry Density - 122.1 PCF
Brown Silty Clayey Medium to Fine Sand
1.0-2.0'
ASTM D-1557
CBR SPECIMEN DATA
Swell Data
MOISTURE CONTENT
12.5%
Initial Reading
0.145
WET DENSITY
134.9 lbs./cuff
Final Reading
0.150
DRY DENSITY
119.9 lbs./cu.ft.
Mold Height
4.594
% COMPACTION
98.2 %
% Swell
0.11
LOAD CELL 5000 LB.
RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 Ibs.
100.00
I
90.00 -
80.00 - -
70.00 - -
I
60.00ell
-
y 50.00 -
L
co 40.00
30.00 ---- --
20.00 - -rz -
I
10.00 -
0.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60
Penetration (in.)
CBR @ 0.1"
1.9
CBR @ 0.2"
2.4
% SWELL
0.1

APPENDIX D
FIELD REPORT

TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
FIELD REPORT
Project Name:
NCNG Helipad
Location: Raleigh, NC
Project No.:
42866
Permit No.:
Client:
NCNG
Weather: Sunny, Cold
Contractor:
Neil Barnhill
Date: 3/7/19
Technician:
J. Israel & P. Strom
Portal to Portal Time: 3 Hours
Summary:
Timmons representatives arrived on site to observe the digging of several test pits in suspected fill
mass that had previously been encountered in hand auger borings and proposed parking lot. Several
trees were cleared to gain access to fill mass area from off load site.
A total of nine (9) test pits were excavated. Test pits labeled T-1 through T-7 encountered buried
organic/debris materials ranging in depth from 6 to 9 feet below surface. Test pits labeled as T-8 and
T-9 did not encounter any previously placed fill material. Depths and locations are to be considered
approximate.
Test pits labeled T-I through T-7 encountered approximately 6 to 9 feet of previously placed fill
composed of poorly compacted highly plastic soils mixed with organics and various pieces of trash.
Trash was dispersed throughout the fill soil profile and was composed of various plastics, asphalt,
concrete, and stone chunks, tires, silt fencing, and aluminum cans. Perched ground water was also
encountered in the upper part of the profile of several test pits. Below the fill material residual soils
were encountered. These residual soils were primarily composed of firm to stiff red to orange sandy
micaceous silts and silty micaceous clays. The previously placed fill soils and organic/debris are not
suitable for structural fill and will need to be removed from proposed structure areas. The estimated
amount of unsuitable soils is 17,361 cubic yards. However, the depth and extent of removal should be
determined at time of excavation and as directed by qualified technician or engineer once structural
areas are identified in the field.
T-8 did not encounter any fill material. Residual soils were observed below the top approximately 8
inches of topsoil/root mat underlain by firm red micaceous silty clay. Test pit was dry at time of
excavation.
T-9 was completed at the approximate location of proposed B-6 in the proposed future parking area. T-
9 encountered approximately 8 inches of topsoil/root mat underlain by approximately 4 feet of firm red
micaceous silty clay, followed by firm to stiff red to orange fine sandy micaceous silt to test pit
termination depth (approximately 8 feet). Test pit was dry at time of excavation.
See attached site photos and diagrams.
Report By:
Reviewed By:
Patrick Strom
(Signature) Jesse L. I
Date: 3/7/19
E.I. (Print)
Page 1 of 1

T771,
may,
w

Photo 7—T-2 excavation
Photo 8 — T-2 excavation
Photo 9—T-2 fill material
Photo 10—T-3 excavation
Photo 11— T-4 excavation
Photo 12 — T-4 excavation

Photo 13 — T-4 excavation
Photo 14 — T-5 fill material
Photo 16 — T-5 fill material
Photo 17 —T-5 fill material
Photo 18 — T-5 excavation

Photo 19 — T-6 excavation
Photo 20 — T-6 excavation
Photo 21—T-7 excavation
Photo 22 —T-7 excavation

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