SW3160904_Exploration Methods_20161103

RECEIVED
4.0 EXPLORATION METHODS DENR-DEMUR
4.1 Field Exploration Land Quality Section
Mooresville Regional th��STM
The procedures used by CESI for field sampling and testing are in general accordance wi
procedures and established geotechnical engineering practice. Brief descriptions of field
procedures, as well as the data obtained, are presented in the Appendix.
Twelve soil test borings, B-1 through B-12 were located by the client's surveyors within the
proposed development limits. The locations of the test borings are presented on the "Test Boring
Location Plan" included in the Appendix. Access for the drill rig was prepared using a CAT track
loader.
Test borings B-1 through B-12 were advanced with an ATV mounted CME 550X drill rig to a depth
of 10 to 25 feet below the ground surface using continuous-flight, hollow-stem augers. Standard
penetration tests were performed at 2.5-foot increments in the upper 10 feet and at 5-foot intervals
thereafter to the termination depths in general accordance with ASTM D 1586. Standard
penetration test data was used to estimate the in-situ soil strength and compressibility. Soil
samples were obtained at each test interval.
The recovered soil samples were visually classified by our geotechnical engineer in the field. A
Log of Test Boring was prepared for each boring and is included in the Appendix, together with
brief descriptions of the field testing procedures. The Logs were prepared using the observations
made in the field by the driller. Unified Soil Classification System (USCS) classifications
presented on the Logs were based on visual-manual evaluations by our engineer. The dashed
lines designating the interfaces between various strata are approximate. The actual transition
between strata may be gradual in both the vertical and horizontal directions.
5.0 SUBSURFACE CONDITIONS
5.1 General Subsurface Profile
A topsoil stratum has formed at the surface of each of the test boring locations except at test
boring B-2 and B-4.
Fill was present at the surface of test boring B-2. The fill soil was previously placed to facilitate
drill rig access.
Washed in or alluvial soils were present beneath the topsoil at test borings B-4 and B-6. Alluvial
soil was encountered at test boring B-4 to a depth of 6' deep. This boring was located in a
drainage feature that runs east to west across the site. Alluvial soil was encountered at test
boring B-6 to a depth of 1 foot below existing grades. This boring appears to be in a low area in
front of an agricultural terrace. Texturally, these alluvial soils are moist to wet firm fine sandy
CLAY (CL) and sandy SILT (ML) with roots. Alluvial soils are compressible strata that typically
have never been subject to an overburden consolidation load and are considered nonstructural.
These alluvial soils will have to be stripped prior to structural fill placement.
Weathered in place or residual soils were present below the topsoil, fill soils and alluvial soils.
Texturally, these residual soils are sandy SILT (ML), SILT (ML) and SAND(SM). Soil consistency
for the SILTS (ML), as measured by the Standard Penetration Resistance (N) values, varies
between 2 and 32 blows per 12 inches which is soft to hard. Relative density for the SANDS
(SM), as measured by the Standard Penetration Resistance (N) value was 20 which is considered
firm.
Proposed Grocery and Retail Site,Denver, North Carolina June 14,2016
CESI Project Number 160225.000 Page 3

The USDA Soil Conservation Service has mapped this site with the Gaston Soil Series. The
Gaston Soil Series typically have ELASTIC SILT (MH), silt with high plasticity, or a FAT CLAY
(CH) between 8 and 46 inches below existing ground surface. Even though ELASTIC SILT(MH)
or FAT CLAY(CH)was not encountered, it may be present at other unexplored areas of the site.
Table 1: Summary of Test Boring Data
Test Topsoil Depth Washed In or Initial Groundwater at Caved Depth at
Boring or (Inches below Alluvial Solis Groundwater 24 Hours(Feet 24 Hours(Feet
Test Pit Existing Ground Depth(Feet (Feet Below Below Existing Below Existing
Number Surface) Below Existing Existing Ground Ground Surface) Ground Surface)
Ground Surface) Surface)
B-1 0-4 Not encountered 15.0 3.0 9.5
B-2 Not encountered Not encountered 8.5 Top of Ground 15.5
B-3 0-4 Not encountered 10.8 9.2 12.6
B-4 Not encountered 0-6.0 9.0 Top of Ground 10.5
B-5 0-4 Not encountered Not encountered 2.8 4.8
B-6 0-6 0.5—1.0 Not encountered 3.5 14.0
B-7 0-4 Not encountered Not encountered 9.8 10.8
B-8 0-6 Not encountered Not encountered Not encountered 7.0
B-9 0-4 Not encountered Not encountered Not encountered 13.0
B-10 0-4 Not encountered Not encountered Not encountered 7.5
B-11 0-12 Not encountered Not encountered 2.0 6.0
8-12 0-4 Not encountered Not encountered Not encountered 12.7
5.2 Groundwater
Groundwater at the time of drilling was observed in test borings B-1, B-2, B-3 and B-4 between
8.5 to 15 feet below existing ground surface. Groundwater 24 hours after drilling was observed in
the test borings B-1, B-2, B-3, B-4, B-5, B-6, B-7 and B-11 between top of ground and 9.8 feet
below existing grade.
Borehole cave-in depths are shown on the test boring logs and listed in the above table. Caved
depths may indicate groundwater is present, at or just below the depth and caused the soils to
collapse into the hole. It also may be the result of soil cuttings left in the hole when the hollow
stem flight augers were removed at the end of drilling.
From our observations and experience, groundwater will be present at varying depths within and
on either side of the small creek that drains east to west on site. The elevation of the groundwater
will vary depending upon seasonal factors such as precipitation. The shallowest groundwater
depths are usually found in the winter and spring months. The grading contractor should be
prepared to control groundwater during stripping of the alluvial soils on site by temporary ditching
and installation of an under drain.
Proposed Grocery and Retail Site,Denver,North Carolina .tune 14,2016
CESI Project Number 160225.000 Page 4

5.3 BMP Infiltration Testing
An infiltration rate test was performed at the proposed BMP pond location (at the location of test
boring B-12). The bottom section of test boring B-12 was charged with water and allowed to
infiltrate into the adjacent soils. The change in water depth and time was recorded an incremental
infiltration rate was determined. This operation was continued until a stabilized infiltration rate was
achieved, see chart below. Based on our findings, CESI recommends an infiltration rate of 9.6
inches should be attributed to BMB pond design.
Cambridge Commons-Denver Infiltration Rate Determination
60 -
60
40
u 30
V
� 20
• Stabilized
10 Rate
6 9.6 inJhr.
1 2 3 4 s 6 7 8 9 10 11 12 13 14 1-1 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33
Test
6.0 CONCLUSIONS AND RECOMMENDATIONS
6.1 Earthwork Considerations
Existing plans of the construction area should be reviewed and the site should be inspected to
locate existing underground utilities. Conflicting utilities such as electric and telephone lines
should be removed, relocated or protected. Construction must be scheduled carefully to
maximize the benefits of seasonal weather conditions and minimize downtime for soil modification
or remediation. For maximum benefit, it is recommended that mass grading operations be
performed the summer months. Grading and building operations should not occur during or
immediately following periods of heavy precipitation. We anticipate excavations for mass grading,
foundations and utility trenches can be accomplished with conventional construction equipment.
Topsoil, roots, organics, alluvial soils and other unsuitable materials should be stripped to at least
5 feet plus the plan fill depth beyond the outline of the proposed structures and pavement areas.
Based on the information received to date, a portion of the small creek (linear wetland) that drains
east to west will be permitted for removaVreplacement. Once linear wetland disturbance is
approved, the area should be cleaned of alluvial soil. Once the stripped area has been approved
by our Engineer, an under drain should be installed to create a designated path for permanent
groundwater removal. The under drain should consist of a minimum 12" wide by 12" deep
Proposed Grocery and Retail Site,Denver,North Carolina June 14,2016
CESI Project Number 160225.000 Page 5

APPENDIX

• •.
407.�4
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rr RETAIL BUILDING SUMMARY ip CJ(►{`rj
B-1 B_3 w�� y 3
Al
WAS
• SHOPPING 7M PAW:me NT &MIlAoo sp. 4.5 FyB-4 ARC B-5 . P
ooNNEoRM
49,098 BFOWED
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I > B-10 B-11
a PARCEL 3 1
t1.8 Acre -0 1
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PARCEL 1 PARCEL 2 _ / I1
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wouecr Law�io•XW
GEOTECHNICAL EVALUATION DATE: 5-17-16
TEST BORING LOCATION PLAN DRAWN BY: JGE
PROJECT M 160225.000
<t8prtnp8vs8 PROPOSED GROCERY AND RETAIL SITE
conoora.North Box
foam,28026o2t8 SCALE: NTS
Phone(704�7817Z DENVER NORTH CAROLINA
F.►:�70y 7tt-7464
n-ncfl- _z��u_yc�m Uesns.C4263 ! DRAWING NO.: 1

SOIL CLASSIFICATION CHART
SYMBOLS TYPICAL CORRELATION OF -
MAJOR DIVISIONS GRAPH LEl-fER DESCRIPTIONS STANDARD PENETRATION RESISTANCE
WITH
CLEAN !���� GW SAND MIXTURES,ED LITTLE O NO GRAVEL" RELATIVE DENSITY AND CONSISTENCY
GRAVEL GRAVELS �� FINES
GRAVELLY °Qo o�o POORLY-GRADED GRAVELS,
SOILS (LITTLE OR NO FINES o 0 0 GP GRAVEL-SAND MIXTURES,LITTLE
Q oQ OR NO FINES
COARSE
GRAINED MORE THAN 50% GRAVELS WITH °° o GM SILTY GRAVELS,GRAVEL-SAND- Sand and Gravel
SOILS OF COARSE FINES Q c SILT MIXTURES
FRACTION Standard Penetration Resistance Approximate
RETAINED ON NO.
4 SIEVE (APPRECIABLE G`+ CLAYEY GRAVELS,GRAVEL-SAND- Blows per Foot Relative Density
AMOUNT OF FINES) CLAY MIXTURES 0-4 Very Loose
5-10 Loose
WELL-GRADED SANDS,GRAVELLY 11-20 Firm
CLEAN SANDS
MORE THAN 50% SAND SW SANDS,LITTLE OR NO FINES
OF MATERIAL IS AND 21-30 Very Firm
LARGER THAN SANDY 31-50 Dense
N0.200 SIEVE SOILS POORLY-GRADED SANDS,
SIZE (LITTLE OR NO FINES):::;':,•:;;;:'; :;. SIP GRAVELLY SAND,LITTLE OR NO Over 50 Very Dense
FINES
SANDS WITH SILTY SANDS,SAND-SILT Silt and Clay
MORE THAN 50% FINES SNI MIXTURES
OF COARSE •
PASSING ON FRACTION Standard Penetration Resistance Approximate
4 SIEVE AII(APPR CI ABLE FINES) SC M CLAYEY
IXTUR ANDS.SAND-CLAY Blows per Foot Consistency
OUNT0-1 Very Soft
INORGANIC SILTS AND VERY FINE 2-4 Soft
FLOUR.SILTY OR
NIL CLAY Y FINE KSANDS OR CLAYEY 5-8 Firm
SILTS WITH SLIGHT PLASTICITY 9-15 Stiff
SILTS INORGANIC CLAYS OF LOW TO 1 G-3O Very Stiff
FINE AND LIQUID LESS THAN LIMIT 0 C+L CLAMEDYS SUM A SANDY CLAYS,GRAVELLY rY
GRAINED CLAYS CLAYS,LEAN CLAYS 31-50 Hard
SOILS _ _ _ Over 50 Very Hard
OL ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50% INORGANIC SILTS,MICACEOUS OR
OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR
SMALLER THAN SILTY SOILS
NO.200 SIEVE
SIZE SILTS
LIQUID LIMIT INORGANIC CLAYS OF HIGH C,E.%
AND
CLAYS GREATER THAN 50 CH PLASTICITY
O`„I ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY,ORGANIC SILTS
. . . . . . . Key to Symbols and Descriptions
HIGHLY ORGANIC SOILS PT PEAT,HUMUS,SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

Log of Test Boring No. B-01 Page 1 of1
E Cambridge Commons-Denver
Project. g Date Drilled : 06/02/2016
Location :Highway 16 and N Pilot Knob Road,Denver,NC Project No. 160225.000
Drilling Method: Auger Rig Type:CME 550X Surface Elevation: Not Determined ft. Cave-in Depth:-9 9.5 ft.
Boring Diameter: 6" Hammer: Automatic Initial GWL: SZ 15.0 ft. Delayed GWL:1 3 ft.
Northing: ft. Easting: ft.
SAMPLE TYPE ®DISTURBED ®SPT SAMPLE ■SHELBY TUBE ©NO RECOVERY CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
L P AND REMARKS L T BLOWS
E T I G Y PER FINES(%)
V H T W P 6 IN. • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 4050 70 90
0
Topsoil(4")
RESIDUUM-Stiff mottled yellow and gray
SILT(ML) 3-5-6
i
------------------------
Firm mottled gray and yellow slightly clayey
SILT(ML) 2-3-45
------------------------
Stiff moist mottled dark gray and white SILT 34-5
(ML)
------------------------
Firm moist speckled dark gray and white fine 2-�-4
sandy SILT(ML)
10
2-3-2
15
o
in
c
z Stiff moist brown fine sandy SILT(ML) 3-4-7
z 20
w
0
a
O
U
z
O
U
a.
U) Very stiff speckled black,brown and white fine
z sandy SILT(ML) 5-8-13
m 25
c�
Boring terminated at 25 feet
z
z
0
m
Key to Abbreviations
o GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
o LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-02 Page 1 of 1
CEc"%-- Cambrid a
Project. g Commons-Denver Date Drilled . 06i02/2016
Location :Highway 16 and N Pilot Knob Road,Denver,NC Project No. 160225.000
Drilling Method: Auger Rig Type:CME 550X Surface Elevation: Not Determined ft. Cave-in Depth:* 15.5 ft.
Initial GWL: 8.5 ft. Delayed GWL: TOG ft.
Boring Diameter: 6" Hammer: Automatic -
Northing: ft. Easting: ft,
SAMPLE TYPE ®DISTURBED ®SPT SAMPLE .SHELBY TUBE ®NO RECOVERY D CORE
SAMPLES
E E MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
L P AND REMARKS L T BLOWS
E T I G Y PER FINES(%)
V H T W P 6 IN. • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 4050 70 90
0
FILL-(created for drilling rig access)Very soft
red fine sandy SILT(ML)
WOH-
OH-WOH
RESIDUUM-Soft moist mottled gray and woH-1-1
yellow fine sandy SILT(ML)
5 — x
-----------------------
Soft very moist speckled dark gray and white woH-1-1
coarse sandy SILT(ML)
-----------------------
Soft very moist speckled white,dark gray and WOH-1-1
yellow fine sandy SILT(ML)
10
Firm black silty fine SAND(SM) 3-9-11
15 1a
0
z Hard speckled black and white fine sandy
SILT(ML) 4-10-22
z -20— x
z
w
0
O
U
z
U
a —————————————————————
N (Stiff ML)speckled black and white fine sandy SILT
z 4-5-7
0 25
c�
Boring terminated at 25 feet
z
a
0
m
wKey to Abbreviations
o GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
00 LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-03 Page 1 of.1
CEcA&-- Cambrid a Commons-Denver 06/02/2016
Project. g Date Drilled .
Location :Highway 16 and N Pilot Knob Road,Denver,NC Project No. 160225.000
Drilling Method: Auger Rig Type:CME 55OX Surface Elevation: Not Determined ft. Cave-in Depth: 12.6 ft.
Boring Diameter: 6" Hammer: Automatic
Initial GWL: SZ 10.8 ft. Delayed GWL:1 9.2 ft.
Northing: ft. Easting: ft,
SAMPLE TYPE ®DISTURBED ®SPT SAMPLE ■SHELBY TUBE ®NO RECOVERY Q CORE
SAMPLES
E E MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
L P AND REMARKS L T BLOWS
E T I G Y PER FINES(%)
V H T W P 6 IN. • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 4050 70 90
0 41,1
Topsoil(4")
RESIDUUM-Firm mottled red,yellow and
black fine sandy SILT(ML) 3-3-4
3-3-4
5 — x
Firm moist mottled yellow, light red and black
SILT(ML) 2-3-4
Firm moist mottled yellow and black SILT(ML) 3E x 2-3-4
10
Q
-----------------------------
Firm moist mottled white, brown and dark gray
SILT(ML) 3-3-5
15
Boring terminated at 15 feet
in
0
0
z
zz 20
0
z
z
U
z
O
U
a'
C7
�i
C9
z
0 25
m
0
z
ix
a
m
F Key to Abbreviations
o GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
J LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-04 Page 1 of 1
CEe"k-
ProjectCambrid a Commons-Denver 06/02/2016
. g Date Dulled
Location :Highway 16 and N Pilot Knob Road,Denver,NC Project No. 160225.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: 10.5 ft.
Boring Diameter: 6" Hammer: Automatic
Initial GWL: 9.0 ft. Delayed GWL: TOG ft.
Northing: ft. Easting: ft
SAMPLE TYPE ®DISTURBED ®SPT SAMPLE ■SHELBY TUBE QO NO RECOVERY Q CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E P AND REMARKS L T BLOWS
E T I G Y PER ♦ FINES(%)
V H T W P 6 IN. • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 4050 70 90
0
ALLUVIUM-Very firm moist mottled gray and
reddish yellow fine sandy CLAY(CL)
3-2-4
------------------------ .
ALLUVIUM-Firm moist mottled gray and
reddish yellow fine sandy SILT(ML)with 1/4" 2-3-4
5 rounded rock fragments I I x
t--t-1
RESIDUUM-Soft moist speckled dark gray
and white SILT(ML) 1-1-2
------------------------
Firm moist speckled dark gray, brown and SLR
white slightly micaceous fine sandy SILT(ML)
10 �
------------------------ .
Stiff moist mottled reddish yellow and gray fine _
15sandy SILT(ML)
0
z Stiff moist speckled dark gray and white fine
W 20 sandy SILT(ML) 3-7-6
zz Boring terminated at 20 feet
a
U
z
O
U
a'
c�
vi
C7
z
0 25
m
c�
z
a
0
m
F Key to Abbreviations
o GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
o LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-05 Page 1 of 1
C E Sit Cambridge Commons-Denver -
Pro�ect._ g Date Dulled . 06ro212016
Location :Highway 16 and N Pilot Knob Road,Denver,NC Project No. 160225.000
Drilling Method: Auger Rig Type: CME 55OX Surface Elevation: Not Determined ft. Cave-in Depth:4 4.8 ft.
Boring Diameter: 6" Hammer: Automatic Initial GWL: Not Encountered ft. Delayed GWL:1 2.8 ft.
Northing: ft. Easting: ft.
SAMPLE TYPE ®DISTURBED ®SPT SAMPLE .SHELBY TUBE ®NO RECOVERY CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E P AND REMARKS L T BLOWS
E T I G Y PER FINES(%)
V H T W P 6 IN. • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 4050 70 90
0
Topsoil(4")
RESIDUUM-Firm yellowish red fine sandy
SILT(ML) 3-3-5
'•1
------------------------
Firm moist mottled gray and white fine sandy
SILT(ML) 2-3-5
5 -
————————————————————————
Soft moist mottled dark gray and white SILT 2-2-2
(ML)
1-2-2
10
Boring terminated at 10 feet
15
c�
c�
z
it
w 20
z
c�
z
w
0
a
0
z
0
U
'a
0
vi
z
0 25
m
c�
z
rr
0
m
w Key to Abbreviations
o GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-06 Page 1 of 1
CES Cambrid a Commons-Denver
Protect. g Date Drilled . 06/02/2016
Location :Highway 16 and N Pilot Knob Road,Denver,NC Project No. 160225.000
Drilling Method: Auger Rig Type:CME 550X Surface Elevation: Not Determined ft. Cave-in Depth:.* 14.0 ft.
Boring Diameter: 6" Hammer: Automatic
Initial GWL: Not Encountered ft. Delayed GWL:1 3.5 ft.
Northing: ft. Easting: ft
SAMPLE TYPE ®DISTURBED ®SPT SAMPLE .SHELBY TUBE Fol NO RECOVERY CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E P AND REMARKS L T BLOWS
E T I G Y PER FINES(%)
V H T W P 6 IN. • SPT N-Value(bpf)
(ft) (ft) H L E 1 10 20 30 4050 70 so
0
Topsoil(6") '=
Washed In Soil
RESIDUUM-Soft very moist black and brown 2-2-2
fine sandy SILT(ML)
1
2-2-2
5 — x
------------------------ .
Firm moist light gray and reddish yellow SILT 1-3-3
(ML)
------------------------
Soft moist light gray and reddish yellow SILT WOH-2-2
10 (ML)
Firm very moist yellow SILT(ML)
2-2-3
15
o
m
a
Z Stiff very moist mottled yellow and brown fine
W 20 sandy SILT(ML) 3-4-�
z Boring terminated at 20 feet
W
0
0
z
0
U
'a
C9
vi
z
0 25
m
c�
z
iz
0
c°
tuKey to Abbreviations
o GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
o LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test
J

Log of Test Boring No. B-07 Page 1 of 1
Commons-Denver
Project. Cambridge g Date Drilled . 06/02/2016
Location :Highway 16 and N Pilot Knob Road,Denver,NC Project No. 160225.000
Drilling Method: Auger Rig Type:CME 550X Surface Elevation: Not Determined ft. Cave-in Depth:* 10.8 ft.
Boring Diameter: 6" Hammer: Automatic
Initial GWL: Not Encountered ft. Delayed GWL:1 9.8 ft.
Northing: ft. Easting: ft,
SAMPLE TYPE ®DISTURBED ®SPT SAMPLE ■SHELBY TUBE F01 NO RECOVERY CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E P AND REMARKS L T BLOWS
E T I G Y PER • FINES(%)
V H T W P 6 IN. 0 SPT N-Value(bpf)
(ft) (ft) H L E 1 10 20 30 4050 70 90
0
Topsoil(4")
RESIDUUM-Stiff mottled red and yellow fine
sandy SILT(ML) 3-5-6
3-4-6
5
Firm moist mottled yellow and red SILT(ML) 2-3-4
x x 2-3-3
10
-----------------------------
Soft moist mottled olive and white SILT(ML) 1-2-2
15
Boring terminated at 15 feet
a
z
W
z 20
C9
z
W
0
0
z
0
U
a'
c�
VJ
C7
z
0 25
m
0
z
a
0
m
Key to Abbreviations
o GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
o LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-08 Page 1 of 1
CEQ-&-- m
Protect. Ca bndae Commons-Denver Date Drilled . 06/02/2016
Location :Highway 16 and N Pilot Knob Road,Denver NC Project No. 160225.000
Drilling Method: Auger Rig Type:CME 55OX Surface Elevation: Not Determined ft. Cave-in Depth:* 7.0 ft.
Boring Diameter: 6" Hammer: Automatic Initial GWL: Not Encountered ft. Delayed GWL: ft.
Northing: ft. Easting: ft,
SAMPLE TYPE ®DISTURBED ®SPT SAMPLE ■SHELBY TUBE F0 NO RECOVERY CORE
SAMPLES
E E MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
AND REMARKS ^
L P L T BLOWS FINES(%)
E T I G Y PER
V H T W P 6 IN. SPT N-Value(bpf)
(ft) (ft) H L E
10 20 30 4050 70 80
0
Topsoil(6")
RESIDUUM-Stiff mottled red and yellow fine 11.
sandy SILT(ML) 3-4-7
------------------------
--- x
Stiff mottled yellowish red and yellow fine 3-5-6sandy SILT(ML)
5
Stiff moist red and yellow SILT(ML) A x 3-4-5
-------------------------
Firm moist yellow and red fine sandy SILT 4-4-4
10 (ML)
Boring terminated at 10 feet
15
0
z
o:
z 20
i?
z
w
a
a
0
z
0
U
a'
C9
vi
C7
z
0 25
m
c�
z
0
m
F Key to Abbreviations
o GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
o LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-09 Page 1 of 1
CE% Protect —
. Cambridge a bndae Commons-Denver Date Drilled . 06/02/2016
Location :Highway 16 and N Pilot Knob Road,Denver NC Project No. 160225.000
Drilling Method: Auger Rig Type:CME 550X Surface Elevation: Not Determined ft. Cave-in Depth:-9 13.0 ft.
Boring Diameter: 6" Hammer: Automatic Initial GWL: Not Encountered ft. Delayed GWL: ft,
Northing: ft, Easting: ft.
SAMPLE TYPE ®DISTURBED ®SPT SAMPLE ■SHELBY TUBE ©NO RECOVERY Q CORE
SAMPLES
E E MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
AND REMARKS
L P BLOWS r
E T I G Y PER FINES(%)
(V (H H W E 6 IN. • SPT N-Value(bpf)
10 20 30 40 50 70 90
0
Topsoil(4")
RESIDUUM-Stiff red fine sandy SILT(ML)
3-6-8
-----------------------
Stiff red and yellow fine sandy SILT(ML) 4-5a
5
Firm mottled red and yellow fine sandy SILT
(ML) 3-3-4
Firm mottled red,yellow and brown fine sandy 3-3-4
SILT(ML)
10
Soft moist red,yellow and brown fine sandy 2-2-2
SILT(ML)
15
Boring terminated at 15 feet
in
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Log of Test Boring No. B-10 Page 1 of 1
CE, Cambrid a Commons-Denver -
Project. g o sDate Dulled . 06i02i2016
Location :Highway 16 and N Pilot Knob Road,Denver.NC Project No. 160225.000
Drilling Method: Auger Rig Type: CME 55OX Surface Elevation: Not Determined ft. Cave-in Depth:* 7.5 ft.
Boring Diameter: 6" Hammer: Automatic Initial GWL: Not Encountered ft. Delayed GWL: ft.
Northing: ft. Easting: ft
SAMPLE TYPE ®DISTURBED ®SPT SAMPLE .SHELBY TUBE K3 NO RECOVERY CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E P AND REMARKS L T BLOWS
E T I G Y PER FINES(%)
V H T W P 6 IN. • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 ao 50 70 so
0
Topsoil(4") "
RESIDUUM-Stiff to firm moist mottled yellow
and red fine sandy SILT(ML) 3-5-6
2-3-3
5 — x
------------------------ ..
Soft moist mottled light gray and yellow SILT 2-1-2
(ML)
-------------------------
Firm very moist mottled yellow and brown fine
sandy SILT(ML) 1-3-3
10
Boring terminated at 10 feet
15
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Log of Test Boring No. B-11 Page 1 of 1
z Cambridge —
Pro�ect. b dge Commons-Denver Date Drilled . 06/02/2016
Location :Highway 16 and N Pilot Knob Road,Denver,NC Project No. 160225.000
Drilling Method: Auger Rig Type:CME 550X Surface Elevation: Not Determined ft. Cave-in Depth A 6.0 ft.
Boring Diameter: 6" Hammer: Automatic Initial GWL: Not Encountered ft. Delayed GWL:1 2 ft.
Northing: ft. Easting: ft,
SAMPLE TYPE ®DISTURBED ®SPT SAMPLE .SHELBY TUBE ®NO RECOVERY CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E F AND REMARKS L T BLOWS
E T I G Y PER FINES(%)
V H T W P 6 IN. • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 4050 70 90
0
Topsoil(12") '
RESIDUUM-Firm moist speckled dark gray J.
and white fine sandy SILT(ML) 1 2-2-3
1-3-2
5
-----------------------
Soft moist speckled dark gray and yellow fine
sandy SILT(ML) 2-2-2
-------------------------
Firm moist speckled white and dark gray 2-2-4
10 slightly micaceous fine sandy SILT(ML)
Boring terminated at 10 feet
15
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Log of Test Boring No. B-12 Page 1 of 1
C S3 Cambridge Commons-Denver 06/02/2016
Project. g Date Drilled .
Location :Highway 16 and N Pilot Knob Road,Denver,NC Project No. 160225.000
Drilling Method: Auger Rig Type:CME 550X Surface Elevation: Not Determined ft. Cave-in Depth:* 12.7 ft.
Boring Diameter: 6" Hammer: Automatic Initial GWL: Not Encountered ft. Delayed GWL: ft.
Northing: ft. Easting: ft•
SAMPLE TYPE ®DISTURBED ®SPT SAMPLE ■SHELBY TUBE ®NO RECOVERY CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
E P AND REMARKS L T BLOWS
E T I G Y PER ♦ FINES(%)
V H T W P 6 IN. • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 4050 70 90
0
Topsoil(4")
RESIDUUM-Firm moist mottled red,yellow
and black fine sandy SILT(ML) J., 3-3-4
-----------------------
Firm moist yellowish red fine sandy SILT(ML) 3-4-4
5
-----------------------
Firm moist mottled brownish yellow and brown
fine sandy SILT(ML) 2-2-3
Soft moist yellowish brown fine sandy SILT T
2-1-3
10 (ML)
ffi
Soft moist speckled yellow white and black 1-2-3
fine sandy SILT(ML)
15
Boring terminated at 15 feet
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23 Key to Abbreviations
c GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
9 LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

FIELD PROCEDURE
SOIL TEST BORINGS
ASTM D-1586
The borings were made by advancing 5 inch diameter hollow stem augers. At regular intervals, soil
samples were obtained through the hollow stem augers with a standard 1.4-inch I.D., 2.0-inch O.D.,
split-tube sampler.
The sampler was initially seated 6 inches to penetrate any loose cuttings; then driven an additional foot
with blows of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive
the sampler the final foot was recorded and is designated as the standard penetration resistance.
Penetration resistance,when properly evaluated, is an index to the soil's strength and density.
The samples were classified in the field by the driller as they were obtained. Representative portions of
each soil sample were then sealed in labeled glass jars and transported to our laboratory. The samples
were examined by a graduate geotechnical engineer or engineering geologist to check visually the field
classification. All boring data, including sampling intervals, penetration resistances, soil classifications,
and groundwater level are shown on the attached Test Boring Records.