SW4200901_Project Optic FINAL Geotech_20200914

T
P.IiGIHF.FIi[NG
ATLANTIC COAST ENGINEERING AND TESTING, INC.
8 LOCKHEED COURT GREENSBORO, N.C. 27409
PHONE: [phone]
June 19, 2020
Mr. Brent Long
Choat Construction Company
2907 Providence Road, Suite 400
Charlotte, North Carolina 28211
RE: Preliminary Subsurface Evaluation for
Project Optic - Proposed Manufacturing Building
US Hwy 220/1-73 at NC Hwy 65
Stokesdale, North Carolina
ACET File Number AC-6015
Dear Mr. Long:
The authorized subsurface investigation and geotechnical engineering evaluation of
existing soil conditions for the proposed new manufacturing building at referenced
location in Stokesdale, North Carolina has been completed. The report of findings,
evaluations, conclusions, and recommendations is presented below.
SCOPF
The scope of this report comprises the following objectives:
1. Evaluate, on a preliminary basis, the subsurface soil and groundwater conditions
as the site of the planned manufacturing development as they relate to the
proposed construction;
2. Evaluate, on a preliminary basis, soil bearing pressures within the proposed
construction area and determine the suitability of the site soils to adequately
support the proposed structures on a system of shallow footing foundations, and;
3. Provide, on a preliminary basis, geotechnical-related recommendations for
foundation design, anticipated construction problems, site preparation
requirements, and quality control measures.
Page 1 of 8

Page 2 of 8
Project Optic
June 19, 2020
AC-6015
PROPOSED CONSTRUCTION
Scaled, dated 4/14/2020, information prepared by Timmons Group, including, but not
limited to: existing and proposed topography, proposed 254,095 ftz building layout,
paved drives and parking, stormwater control feature, and future expansion on the 42.88
acre site. We understand that the development will include a one-story slab -on -grade
industrial building with paved drives and parking to be constructed at or near elevation
912.
INVESTIGATION
Nineteen (19) standard penetration borings and one offset boring were advanced using
truck -mounted Simco 2500HT rigs, and drilled at the approximate locations shown on the
Boring Location Plan provided in this report. The boring locations are designated on the
attached Boring Location Plan and were located in the field by Atlantic Coast
Engineering & Testing, Inc. personnel using clearing equipment and GPS.
At designated intervals and in accordance with ASTM D-1586, "N" values of the soil
were determined by performing Standard Penetration Resistance Test. The split -spoon
samples were physically examined and visually classified in the field and taken to the
laboratory for confirmation.
GENERAL SITE AND SUBSURFACE CONDITIONS
Site Description
The current project site, 42.88 acres, and adjacent future site, 17.28 acres, are located in
the southwest quadrant of the intersection of US Hwy 220/1-73 at NC Hwy 65 in
Stokesdale, Rockingham County, North Carolina. The site is wooded with trees native to
the region and no rock outcrops were observed. A stream flows from the southeast
corner of the current project site in a southwest direction south of the proposed
stormwater control pond. A second stream flows from north to south along the west side
of the future manufacturing area. There are no severe gullies and the property generally
slopes from the north to the south. The proposed FFE is 912.10 and elevations within the
building footprint and building boring logs generally range from 922 to 906, indicating
that some cuts and fills will be required to balance the site. Based on the topographic
print the elevations across the site generally range from 925 to 872.
Rockingham County is within the Piedmont physiographic province of North Carolina.
In this area, the underlying parent bedrock has weathered in place to form the mantle of
residual soil. The bedrock in this area is predominantly mica gneiss that has weathered to
form residual sandy silts and silty sands.

Project Optic
June 19, 2020
AC-6015
Borings Within Building Footprint
Page 3 of 8
Eleven (11) standard penetration borings and one offset boring were drilled in the
building area at the approximate location on the boring location plan. A 3" to 7" thick
surface veneer of topsoil overlays the apparent residual soils encountered. Below the
topsoil surface layer, soils generally encountered consisted of red, light red, and light
brown stiff to firm fine grained micaceous sandy silt. Boring B-12 encountered auger
refusal at 15' below existing ground surface elevation. All building footprint borings,
except B-12, were extended to a depth of 20' below existing ground surface elevation.
Borin s Within Paved Drives and Parkin
Six (6) standard penetration borings were drilled in the parking and drive areas at the
approximate location on the boring location plan. A 4" to 5" surface layer of topsoil was
encountered over apparent residual soils. Red to brown red stiff and stiff to firm fine
grained micaceous sandy silt was encountered to 7' below existing ground surface
elevation. All parking and drive area borings were extended to a depth of 7' below
existing ground surface elevation.
Seasonal High Water Table
We understand bottom of pond elevation is 876. Two (2) power borings, B-14 and B-15,
were drilled at the approximate locations shown on the attached Boring Location Plan to
determine the seasonal high water table elevation.
A 4" surface layer of topsoil was encountered at boring B-14. Below the topsoil,
apparent residual soil was encountered consisting of light red fine grained micaceous
sandy silt to elevation 877 and dark red fine grained micaceous sandy silt from elevation
877 to elevation 870. Borings B-14 was terminated at elevation 870.
A 6" surface layer of topsoil was encountered at boring 13-15. Below the topsoil,
apparent residual soil was encountered consisting of light red fine grained micaceous
sandy silt to elevation 878 and dark red fine grained micaceous sandy silt from elevation
878 to elevation 872. Borings B-15 was terminated at elevation 872.
Based on B-14 boring log, seasonal high water table is below elevation 870.
Detailed soil stratifications, consistency, elevations, boring termination depths and
ground water conditions of each boring location are shown on the enclosed Test Boring
Records.

Page 4 of 8
Project Optic
June 19, 2020
AC-6015
EVALUATIONS CONCLUSIONS AND RECOMMENDATIONS
General
The following discussions are based on the anticipated site development as presented in
this report, the data obtained from the soil test borings drilled by Atlantic Coast
Engineering and Testing, Inc., and experience with soils and subsurface conditions
similar to those encountered at this site. If the understanding of the project as presented in
this report differs significantly from the final plans, please contact Atlantic Coast
Engineering and Testing, Inc.
The preliminary evaluations, conclusions and recommendations are formulated, in part,
by interpolating soil and subsurface conditions encountered at the borings between boring
locations. Occasionally, soil and subsurface conditions at the boring locations differ from
conditions at the site locations. If soil and subsurface conditions encountered during
construction differ from those described in this report, please contact Atlantic Coast
Engineering and Testing, Inc.
Ground Water
No water was encountered at time of boring at any of the borings. After 48 hours, due to
clearing procedures to gain drilling access, borings B-2, B-3, B-6, B-8, B-13, and B-17
could not be relocated for a 48 hour water check. All other borings had no water and/or
evidence of possible water (hole cave-in).
Seismic Classification
In accordance with the 2012 North Carolina Building Code, Table 1613.5.2, the planned
facility site can be designated as Seismic Class D.
Refusal Material
Based on our understanding of planned elevation the presence of refusal materials (MR)
at boring B-12 at 15' (elev. 897) below existing ground surface elevation should not
inhibit construction.
Should proposed elevations of structures intersect the zone of refusal materials some
difficult excavation could be encountered in the area when preparing narrow trenches.
Generally, in large area excavations, soils exhibiting standard penetration resistances
(SPR) less than 75 blows per foot can be effectively removed with conventional
mechanical construction equipment such as backhoe pans, or dozers. Soils exhibiting
SPR between 75 and 100 blows per foot can generally be efficiently removed with some
ripping. Partially weathered rock or PWR (SPR greater than 100 blows per foot) can
generally be efficiently removed using heavy construction equipment (i.e., single -tooth

Paae 5 of 8
Project Optic
June 19, 2020
AC-6015
rippers). "Refusal" materials often can only be removed effectively and efficiently if
rippers are used in conjunction with some blasting or hand tools such as "jackhammers".
Foundation and Construction
The preliminary boring data indicates that the proposed one story manufacturing structure
can be supported by a system of strip footings bearing on approved soils encountered
across the site or by approved structural fill soils. Minimum widths of all footings should
be determined by using a design soil bearing pressure not to exceed 2000 psf.
Footing excavations should not be left open for long periods of time. If water stands in
the footing excavations for extended periods of time, the exposed soils could be loosened
and repair would then be required prior to concrete placement. It is recommended that
the footings be placed within the same working day after excavations are opened, or
bearing surfaces in the bottom of the footing excavations be protected with a three to four
inch thick lean (2000 psi) concrete "mud -mat".
Earth Pressures
Based on our experience the following earth pressure coefficients (no factor of safety
included), assuming no excess hydrostatic pressure and a relatively level backfill, are
recommended:
PARAMETER COMPACTED
FILL SOIL
At -rest Coefficient, Ko
0.53
Active Coefficient, Ka
0.36
Passive Coefficient, Kp
2.77
Soil/Concrete Friction Factor
0.4
Modulas of Subgrade Reaction 25 lbs/in3
Pavement Areas
Drives and parking area soils should provide suitable support for pavement sections.
When plans are finalized regarding loading and elevations please contact us for pavement
design information.

Page 6 of 8
Project Optic
June 19, 2020
AC-6015
SITE PREPARATION
Site. Clearing and Stripping
The proposed building locations should be cleared and stripped of existing soils with
more than 5% organic matter by weight. The cleared areas should extend a minimum of
10 feet beyond the perimeters of the proposed structure.
Site Proofrolling
After the proposed building areas have been stripped of organics and rough -graded, this
area should be proofrolled using a pneumatic -tired roller having a minimum 20-ton static
weight (i.e., loaded dump truck or pan). The tires of the roller should make at least four
passes over each section with the last two passes perpendicular to the first two. The speed
of the roller should approximate that of a slow walk. Areas that do not tighten up after
four passes should be compacted with additional passes until deflection under the roller
ceases. Areas that continue to deflect should be undercut and backfilled with approved
structural fill material.
Floor Slab Support
The area to support the floor slab should be proofrolled as described above in this report,
and any structural fill placed in a floor slab support area should be compacted in
accordance with recommended project specification shown below.
Structural Fill
The soils encountered in the borings are relatively light weight and moisture sensitive but
generally should be acceptable for structural fill if the moisture contents are closely
controlled and monitored during placement and compaction. A soil sample tested in
accordance with ASTM D-698 has a soil unit weight of 86.8 lbs/ft3 at 29.4% moisture.
Structural fill should be placed as follows:
1. Laboratory proctor density tests should be performed on representative samples of
each different type of soil that is desired to be used for fill. The results of these
determine the acceptability of the soil for use as fill and provide the data
necessary for quality control during fill placement.
2. Suitable fill soils should be placed in thin lifts. Each lift should be compacted
mechanically with a sheepsfoot roller. Proofrolling the surface of the fill with a
heavily -loaded rubber -tired vehicle, such as a dump truck or pan, will be desirable
to help seal the surface and inhibit water absorption during periods of rain. The
scaling operation is particularly important at the end of a workday and the end of
the work week.

Project Optic
.tune 19, 2020
AC-6015
Page 7 of 8
Structural fill soils to support foundations should be compacted to a minimum of
95% of the standard proctor maximum dry density (ASTM D-698); however, the
upper 12 inches of the structural fill directly beneath the floor slab should be
compacted to 100% of the standard proctor maximum dry density.
4. The structural fill should be placed so that the outside limit of the fill extends
beyond the outside edge of the footings a minimum horizontal distance of at least
10 feet.
ADDITIONAL SERVICES
When plans are finalized, please contact Atlantic Coast Engineering and Testing, Inc. for
our review.
Additional soil and foundation engineering, testing, and consulting services
recommended for this project are summarized below.
Additional Borings
When plans are finalized regarding locations and elevations of the proposed structures,
we may recommend additional borings to further identify existing site conditions
uncovered during construction.
Undercuttin2 and Proofrolling Ins ection
We recommend that an experienced soil engineering technician verify the bearing
strength of the soils and assist the contractor in delineating any soils which may require
removal and replacement with suitable and properly compacted structural fill. The
recommendations presented in this report are contingent upon the inspection program
outlined here.
Quali1y Control of Fill Placement and Compaction
An experienced soil engineering technician should witness all required filling operations
and take sufficient in -place density test to verify that the specified fill compaction is
achieved. The site soils are light weight sandy silt and particular attention should be
directed to fill lift thickness, moisture content of soils, and sealing the soils at the end of
each workday.

Page 8 of S
Project Optic
June 19, 2020
AC-6015
The attached Test Boring Records and Boring Location Plan complete this preliminary
report.
Should you have any questions, please contact our office at your convenience.
ATLANTIC COAST ENGINEERING
AND TESTING, INC.
���►� C��++++ C.B. Higgins, Jr., Manager
H
Q j
• i r
EAL •
5060
I4bnald M. Wojek, P.E.
'
= I*CPE 05060
add •
�yATH

a�
P.NGINF.F.RSNG
NOMENCLATURE AND SYMBOLS
1
Undisturbed sample (UD) recovered
Undisturbed sample (UD) not recovered
Standard Penetration Resistance (ASTM D 1586)
O
Unified Soil Classification (by visual inspection)
10012"
Number of blows (100) to drive the spoon a number of inches (2)
AX, BX, NX
Core barrel sizes which obtain cores I'/a, I %, and 2'/s inches in diameter,
respectively
65%
Percentage of rock core recovered
RQD
Rock quality designation - % of core segments 4 or more inches long
—
Water table at least 24 hours after drilling
_=
Water table one hour or less after drilling
PENETRATION RESISTANCE RESULTS
# of Blows
Approximate
N Value
Relative Density
0-4
Very Loose
5 - 10
Loose
SANDS 11 - 20
Firm
21 - 30
Very Firm
31 -50
Dense
Over 50
Very Dense
4 of Blows
Approximate
N Value
Consistency
0-1
Very Soft
2-4
Soft
SILTS and CLAYS 5-8
Firm
9 - 15
Stiff
16 - 30
Very Stiff
31 -50
Hard
Over 50
Very Hard
DRILLING PROCEDURES
Soil sampling and standard penetration testing performed in accordance with ASTM D 1586.
The standard penetration resistance is the number of blows of a 140-pound hammer falling 30
inches to drive a 2 inch O.D., 1.4 inch L.D. split spoon sampler one foot. Core drilling in
accordance with ASTM designation D 2113. The undisturbed sampling procedure is described
by ASTM specification D 1587.

FF�b-ECT _ Project Optic
Stokesdale, NC AC-6015
W&TER --'rCOT UTEPFD: none at TOB
none at 48 hrs
s �
� l:J
O �
3"
11`
20'
SOIL DESCRIPTICY
6/5/20
sopi";G Ho_ B-1 Building
80RNc TERMIHATED 20`
U-' 6
topsoil -
I
926
Stiff red fine grained (micaceous sandy silt
Apparent Residual
921
916
Stiff to firm light brown fine grained
micaceous sandy silt
Boring terminated at 20'
911
906
I
PENETRATION RESISTANCE
(SLCY6 PEP. FOQT]
IQ 70 40 1r0 80 Im

t i o.TE CT _ Project optic
Stckesdale, NC AC-6015
WATER ENCODUTEEED . pone at TOB
none at 48 hrs
r F
LJ
u SOIL DESCRIPTION
6/5/20
BOWNG HO_ B-2 Building
BOMNG TERMINATED 20'
PEHETRATFON nESf5TktjCE
w (Bl0'rY PER FOOT)
HT 2 0 RIhlG RE0 a R

6/5/20
P ROJE 7 : Project optic
Stokesdale, IBC AC-6015
WATER Et,COL�ii k ERED none at T03
none at 48 hrs
r�
7L]
10'
14'
20'
SOIL oESCRIPTIOX
Topsoil
Stiff to firm red fine grained micaceous sandy
silt
Apparent Residual
Stiff pink red fine grained micaceous sandy
silt
Firm light brown fine grained micaceous sandy
silt
Boring terminated at 20'
TEST 8 0 R1GG
am,G N o_ B-3 Building
BORINC TERMINATED 20'
j PENETRATION RESISTANCE
t6LOWS PER FOOT}
J
'u 0 10 10 40 rc a() I ()C
RECORD

PROJECT: Project Optic
Stokesdale, NC AC--6G15
W�,TER ENCOTLTTER�vD : none at TOB
none at 48 hrs
311
11'
20'
SOIL, OESCRIPTICX
6/6/20
som?gG No_ B-4 Building
EGRING TERMIHATED 20'
Topsoil
:
�
908 `
Stiff to firm red fine grained micaceous sandy
silt
Apparent Residual
903
898
Firm light brown fine grained micaceous sandy .
silt
Boring terminated at 20`
I
I
893
8B8
TEST 8 0R1N'G 8 EG0R
PENETAATr ON RESISTANCE
ISLOY6 PER FOOT)
IQ 70 40 E,7 as I CxJ
' — ,. t��� _r am u q—r_,
- 'ram a �_

6/6/20
PE,O ECT : Project Optic
Stokesdale, NC AC-6015
WATER E'TCOMITP,RED : none at TOB
none at 48 hrs
4 SOIL DESCRIPTION
B O R 1 F; G NO. B-5 Parking / Drives
BORING TERMINATED 7'
PNETQATION RESISTA04CE
(BLOws PER FOOT)
1Q 20 40 &0 80 100
_.411 '
7'
T opsoi l
920
Stiff red fine grained micaceous sandy silt
Apparent Residual
Boring terminated at 7'
915
910
TEST S 0 81G 4E00R
�.J`f � � � c -- �-
a � , Jam - _ ri, 14 r 7 i � _._-V. .� _q�.y �_ ✓z._• ��C9� <i��1 ... Ei SY�. �Y•.��

pFM�,-ACT_ Project Optic
Stokesdale, NC AC-6015
WATER E?TCODUTERED - none at T03
none at 48 hrs
� u1
SOIL. OESCRIPTEOH
6/5/20
B--6 Building
8ORiNG TERMINATED 20'
PENCTRXT104 RESISTANCE
I8lOri5 ?Ea POCTt
to 70 40 60 30 iaj
411
7'
16'
20
Topsoil
913
Stiff to firm red fine grained micaceous sandy
silt
Apparent Residual
908
Firm light red fine grained micaceous sandy
silt
903
898
Firm light brown fine grained micaceous sandy
silt
Boring terminated at 20'
893
TEST H 0IR 1 -N G R E G 0 R
_ ..-� �S. F = .� --� �.✓ :^ � s � �. � :r � c-s "sK � 's.J �'� Pe. f'.! & a � 5 � �, � 4� �.7 c '' � 7 :.,i Gam'

PROS CT: project Optic
Stokesdale, NC AC-6015
WM:E-R 8-NCOUNTER,ED; none at TOB
none at 48 hrs
r �
u SOIL DESCRIFTIOH
6/5/20
SORING No_ B-7 Building
SORIHG TERMINATED 20'
j PENETRATfON RESISTANCE
v [eLO'ffS PEFt FCOT1
A s g Rt.„��

PROJECT: Project Optic
Stokesdale, NC AC-6015
'WI&TER ENCOTJLITER.ED ; none at TOB
none at 48 hrs
F w
SOIL OESCRIrTIOX
6/5/20
BoRiNc N©_ B-8 Building
EORING TERMINATED 20'
PENETRATION RES1STXNCE
18�-OM PER FOOT)
10 70 40 EO .80 1CYO
41,
11'
16'
20'
I opsoi 1
�
917
]
}
I
Stiff to firm red fine grained micaceous sandy
silt
Apparent Residual
912
907
902
Firm brown red fine grained micaceous snarly
silt
Firm light brown fine grained micaceous sandy
silt
Boring terminated at 20'
9
897
�
EE S T 1 G RECORD

PRO.TE CT ; Project Optic
Stokesdal e, NC AC--5015
WA.'EER EUCCU TERED : none at TOB
none at 48 hrs
s �
3' w
SOIL DESCRIPTIOK
6/5/20
s o P- I N c?q o_ B-9 Parking / Drives
S©RIND TERIA{ DATED 7'
PEHLTRATION RESFSTANCE
w #aLOYri PER FOOT;
0 to 70 40 cc 20 fclJ
41] 7
E
421
7
Topsoil
913
'
Stiff red fine grained micaceous sandy silt
Apparent Residual
Firm light brown red fine grained micaceous
sandy silt
Boring terminated at 7'
908
903
T E 3T BORIMIG E ELF 0 R
��� ANr.-z�� r cox ; _-

6/5/20
PFMTECT: Project Optic
Stokesdale, NC AC-6015
WA -TER tsNCOU NT'E�,D - none at TOB
none at 48 hrs
N �
SDIL DESCRIPTION
coninc Ho_ B-10 Building
EORING TERM,,1RAT€D 20'
j PENETRATION RES1STAriCE
w 18LOYf PER FOOT)
0 10 20 40 60 80 100
3" '
Topsoil
913
Stiff to firm red fine grained micaceous
'
sandy silt
Apparent Residual
7`
908
Stiff light brown fine grained micaceous sandy
silt
11'
903
Firm green brown fine grained micaceous sandy
silt
898
20'
L— -
893
Boring terminated at 20'
i
3
�
E'T H 0 S 1G RECORD
7 e ,-� ,ram 4 m �--� r, _ -, -- Y
5�3i.,-vim

p Ro TE CT ; Project Optic
Stokesdale, SIC AC-6015
WATER FNCOUNTERED ; none at TOB
none at 48 hrs
�LQ
� U
' SOIL DESCRIMOX
6/5/20
SORING No_ B-11 Building
KRING TERMINATED 20'
PENCTRATJON RESISI'AHCE
cu IBLOM PER FOOTI
'+U 0 IQ 70 40 60 80 1W
411
4'
7'
20'
Topsoil
906
Stiff red fine grained micaceous sandy silt
Apparent Residual
Firm light red fine grained micaceous sandy silt
901
Firm light brown fine grained micaceous sandy
silt
Boring terminated at 20'
I
896
891
886
TEST SOPHNIG BECK

6/6/20
P p.0 iE CT : Project Optic
Stokesdale, NC AC-6015
WATER ENCOUNTERED- none at TOB
none at 48 hrs
SOIL DESCRIP IOX
z o R (!,t [; No- B-12 Bui 1 di ng
BORING TEAMIHATED 15'
PENETPATION RESISTANCE
w (3LQVr-j PER FOOT)
J
rL 0 10 70 to Ed ao 100
3„I
12'
15'
Topsoil
912
i
Stiff to firm red fine grained micaceous sandy
silt
Apparent Residual
907
902
897
Stiff to very hard light brown fine grained
micaceous sandy silt
Auger refusal at 15'
Boring terminated at 15'
TEST BOR I IN G 8 E00R0
Alffl Az"tA � ��i� fir- �, =

6/6/20
FPCOJECT _ Project Optic
Stokesdale, NC AC-6015
WATER ENCIDUUTER D z none at TOB
none at 48 hrs
U_
Ui
u SOIL DESCRIPTIOX
acRiNG Ho_ B-12A Building
BORING TERMINATED 20'
PEHETR kTION RESISTANCE
w (SLCtiY`a PER FOOT}
w a .a as +o W ao ;co
3„
13'
20'
Topsoil
L
912
1
1
i
f
I
l
1
l
I
Stiff red fine grained micaceous sandy silt
Apparent Residual
907
902
Stiff to firm light brown fine grained
micaceous sandy silt
terminated at 20'
�
897
HBoring
p_., e w ^a;'aT�, iN-c F-.; a"' fa f3.l� 3 •9•F_-: r"�`��r^: ''F�'g'�

6/6/20
PROJECT: Project Optic
Stokesdale, NC AC-6015
WATER EiiCOUNTER ED : none at TDB
none at 48 hrs
z �
�` tJ
SOIL OESCRIPT€OX
,aRiuc No_ B-13 Building
E 0 R I N G TERM,IHAT ED 20'
FENETA kTJON RESISTktgCE
(BLOW', FER FOOT)
J
w 10 70 40 Ed 80 T
5E'
E
4'
7'
11'
20'
Topsoil
907
I
Stiff red fine grained micaceous sandy silt
Apparent Residual
Firm light red fine grained micaceous sandy
silt
902
Firm light brown red fine grained micaceous
sandy silt
897
Firm light brown fine grained micaceous sandy
silt
Boring terminated at 20'
892
887
TEST NR1 H 0 RECORD
A z A-_ a _ —,-._.'✓_`^

6/6/20
PROJECT : Project Optic
Stokesdale, NC AC-6015
WATER FITCOTLTTERF-D ; none at TDB
none at 48 hrs
z�
.. 41
SOIL DESCRIPTIOX
so Rl 1,1 c No. B-14 Sediment Basin
BORING TERMINATED 10'
PKhGTAATION RESiST,04CE
IST.OM PER FOOTI
10 70 1Q FA a Ioa
4"1
31
10'
Topsoil
880
875
Light red fine grained micaceous sandy silt
Apparent Resiudal
Dark red fine grained micaceous sandy silt
Boring terminated at 10'
870
TEST 8 0 R IG' SECORD

6/6/20
P Rb TE cT : Project Optic
Stokesdale, IBC AC-6015
WATER E!TCCT TERED - nDne at 10B
none at 48 hrs
z �
~' u
SOIL DESCRI?T€OX
8 a R i ; x o_ B-15 Sediment Basin
BORII(G TERMINATED 10'
PENCTRATiOH AESiSTANCE
IBLO'rfa PER FOOT]
W 0C
6" `
4'
10'
Topsoil
882
Light red fine grained micaceous sandy silt
Apparent Residual
Dark red fine grained micaceous sandy silt
Boring terminated at 10'
I
877
872
TEST B0 E I V1 G 8 E � 0 RD

PPbJ—,CT_ Project Optic
Stokesdale, NC AC-6015
WATER ENCOTUTERFD : none at TOB
none at 48 hrs
SOIL DESCRIPTIOX
6/6/20
E D R( h G H 0_ B-16 Parking / .Drives
N R iN G 1 E R M I N A T C Q 7'
PENETRATION nESISiANCE
w (a�OM PER FOQTI
J
'J 0 10 70 40 &7 20 tcc
4 1Topsoil
7'
904
i
Stiff red fine grained micaceous sandy silt
Apparent Residual
Boring terminated at 7'
899
894
TEST E 0R1NG E E G 0 R 0
f"i.! .5 a ` 5 ' � S `�=•�7 d""' 1 NT

6/6/20
PROJECT: Project Optic
Stokesdale, HC AC-6015
WA,TEP EZIC01PL{IERED: none at TOB
none at 48 drs
SM DESCRIPTION
0 RI u C�q o_ 3-17 Park i ng / Drives
SCRixu TERMUNATED V
PP;ETRAT104 RESISTANCE
u iBLOM) PER FOOT)
J
w 0 t0 X 40 FA 20 TGo
5�� 7
7'
Topsoi 1
895
1
Stiff red fine grained micaceous sandy silt
Apparent Residual
Boring terminated at 7'
890
885
TEST 8RIG BEGORD

6/6/20
pRbJEcT; Project Optic
Stokesdale, IBC AC-6015
WlkTRYQ- ENCOU'LrTERED : none at TOB
none at 48 hrs
~ w
t� w
C] �
4"
7'
SOIL DESCRIPTION
E o a( N c n D. B-18 Parking / Drives
SUNG TERMINATED 7'
PSNETR1.TrON REsrsTAfdcE
(eL.0',6 PER FOOT)
W o 10 70 40 ea a0 iao
' Topsoil
�
895
i
I
Stiff to firm red fine grained micaceous sandy
silt
Apparent Residual
Boring terminated at 7'
1
890
885

Pao -ECT: Project Optic
Stokesdale, NC AC-6015
W:LTER EtiCOUCiTERED - none at TOB
none at 48 hrs
LU
SOIL DESCRIYTtOX
6/6/20
s o r,) h G x o_ B-19 Parking / Drives
EORING 7ERIMNATED 7`
PENCTRAi1O1q AES[STAtdC�
w #BL0'r�—S PEFt FOOT)
;u 0 t0 70 40 &C a 1ai
411 `
.
I
7'
Topsoil
I
i
904
Stiff red fine grained micaceous sandy silt
Apparent Residual
Boring terminated at 7'
899
894
T E 8T B 0 R1V'G 8EC.0RP
-- _ - - - _- _�� � - ����. .�� _.zr_•i �s �Ci�.S ... a-+�Jtvi'i�� 3ii�.:

'--T------- prr
[ it i 1 .7 f , r , 4 _� V -- _� l�iar�' ^`_ ""_ -_-- , F�'•
\,! ] J '. % Jam/ i � � ' . / -I � _�` ~i 1 1 1` •_- -., .-.. � _
NV-14,,O�
- - ---'�- _ -- _
! / t} ,\ `___�i II J�1r l ��.yr-��-�'__r/ ' � �J - /' � -.< •'S ,'r r3 /
Q L O CJ] FQ ,� 'in

To proL= our clients, the public attd ourselves, our reports = submitted as the omEdential property of the clicuts, and aLuhcrizatim of 52atcmcnu cciodusims, ndza= from
orregztdmg our renoms is resa d pmdmg our wriuca agprovaL.
ATLANTIC COAST ENGINEERING AND TESTING, INC.
S LOCKHEED COURT GREENSBORO, N.C. 27409
�24tiG J �S�" PHONE: [phone]
FNGINF.FRtNG
Client: Choat Construction C an Client's No.
Report of: MOISTURE -DENSITY (PROCTOR) RELATIONSHIP OF SOIL
Report No. ND-1
Laboratory No. Job No. AC-6015
A. ORIGIN AND DESCRIPTION OF SAMPLE
Project: Project Optic, US Hwy 220/1-73 at NC Hwy 65, Stokesdale, IBC
Specific Location of Sample: corrlposite sample of up r 5' of B-1, B-2, B-3, B-4, 3-5, B-6, B-7, B-10, B-11 & B-12
Soils Technician Sampling: T. Venable & M. Gray Date 6/11/20
Est . Vol . of Soil Represented by Sample Cu. Yds. Number of S?mplmgs to Form Composite of Sample Weight
of Total Sample: _ 56 Ibs; Description of Soil (Visual -Manual Procedure): _ fine grained micaceous sandy s
Color: red Odor: none Natural Field Density: Loose ❑; Dense �]; Consistency: Soft ❑;
Firm ®; Stiff ❑; very Stiff ❑; Hard ❑.
Grairtsiza Distribution
B. PHYSICAL CHARACTERISTICS
Sample Moisture Content: __ 33.3 % Sieve Size E % Passing
Plasticity (By Visual -Manual Procedure ❑: Non -Plastic ❑; Low
P'astic ;;X; Medium Plastic ; High Plastic C, i
Soil Classification:
Classification System: USCS
I
C. MOISTURE -DENSITY TEST
88
87
86
85
wall
25
26 27 ail Mois 29e Content 0(°�) 31 32 33 34
Method of Test: E$j ASTM 0698, Method ;
ASTM 01557, Method ;
71 Other (Define)
OPTIMUM MOISTURE CONTENT
29.4 OX
MAXIMUM DRY DENSITY86.8
Lbs./Cu. Ft,
SUGGESTED OPERATING MOISTURE RANGE TO
OBTAIN MAXIMUM DRY DENSITY =
a to — %
Lab .Technician D. Lovette
Remarks:
Distribution:

June 18, 2020
Project No. R-2020-133-001
Mr. Darren Lovette
Atlantic Coast Engineering and Testing, Inc.
8 Lockheed Court
Greensboro, NC 27409
Transmittal
Laboratory Test_Results
NC-65 & US-220 North Drill Site
Please find attached the laboratory test results for the above referenced project. The tests were outlined
on the Project Verification Form that was transmitted to your firm prior to the testing. The testing was
performed in general accordance with the methods listed on the enclosed data sheets. The test results are
believed to be representative of the samples that were submitted for testing and are indicative only of the
specimens which were evaluated. We have no direct knowledge of the origin of the samples and imply no
position with regard to the nature of the test results, i.e. pass/fail and no claims as to the suitability of the
material for its intended use.
The test data and all associated project information provided shall be held in strict confidence and disclosed
to other parties only with authorization by our Client. The test data submitted herein is considered integral
with this report and is not to be reproduced except in whole and only with the authorization of the Client
and Geotechnics. The remaining sample materials for this project will be retained for a minimum of 90 days
as directed by the Geotechnics' Quality Program.
We are pleased to provide these testing services. Should you have any questions or if we may be of further
assistance, please contact our office.
Respectively submitted,
Geotechnics, Inc.
1&;4'ell
Michael P. Smith
Regional Manager
We understand that you have a choice in your laboratory services
and we thank you for choosing Geotechnics.
DCN: Uala Twminina! Lefler Dare: 1'2&/63 Rev.:
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

technics
qeotschrid & geosynthetic testing
MOISTURE CONTENT
ASTM D 2216-10
Client: Atlantic Coast Eng. & Testing, Inc.
Client Reference: NC-65 & US-220 North Drill Site
Project No.: R-2020-133-001
Lab ID: -001
Boring No.: NA
Depth (ft): NA
Sample No.: S-1
Tare Number
727
Wt. of Tare & Wet Sample (g)
721.93
Wt. of Tare & Dry Sample (g)
608.44
Weight of Tare (g)
142.52
Weight of Water (g)
113.49
Weight of Dry Sample (g)
465.92
Water Content (%) 24.4
Notes :
Tested By RFF Date 6117/20 Checked By GEM Date 61IW20
page 1 of 1 OCN' CT-S1 DATE: 3116113 REVISION: 4
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: Atlantic Coast Eng. & Testing, Inc.
Client Reference: NC-65 & US-220 North Drill Site
Project No.: R-2020-133-001
Lab ID: R-2020-133-001-001
Boring No.: NA
Depth (ft): NA
Sample No.: S-1
Soil Color: Red
otechnics
gemech�,kal &� g�Riy��hetic �es�n�
SIEVE ANALYSIS HYDROMETER
USCS
cobbles
ravel sand silt and clay fraction
USDA
cobbles
gravel sand I silt Iclay
100
90
80
70
o 40
U
G7
IL
30
20
10
0 4"
1000
100 10 1 0.1 0.01 0.001
Particle Diameter (mm)
Sieve Sizes (mm)
USCS Summary
Percentage
Greater Than #4
Gravel
0.00
#4 To #200
Sand
30.00
Finer Than #200
Silt & Clay
70.00
USCS Symbol:
ML, TESTED
USCS Classification:
SANDY SIL T
(Non -Plastic)
page 1 of 2 DCN: CT-53TW DATE: 6119119 REVISION' 0 S£xceAFxcef QA0preadsheets1Siavel4ydi.x1s
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

Client:
Client Reference:
Project No.:
Lab I D:
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Atlantic Coast Eng. & Testing, Inc.
NC-65 & US-220 North Drill Site
R-2020-133-001
R-2020-133-001-001
Boring No.: NA
Depth (ft): NA
Sample No.: S-1
Soil Color: Red
ectechnics
genPer�€rical & geasynthetic caring
Moisture Content of Passing 3/4" Material
Moisture Content of Retained 314" Material
Tare No.:
727
Tare No.:
NA
Wt. of Tare & Wet Sample (g):
721.93
Weight of Tare & Wet Sample (g):
NA
Wt. of Tare & Dry Sample (g):
608.44
Weight of Tare & Dry Sample (g):
NA
Weight of Tare (g):
142.52
Weight of Tare (g):
NA
Weight of Water (g):
113.49
Weight of Water (g):
NA
Weight of Dry Soil (g):
465.92
Weight of Dry Soil (g):
NA
Moisture Content
Wet Weight of -314" Sample (g):
Dry Weight of - 3/4" Sample (g)
Wet Weight of +3/4" Sample (g)
Dry Weight of + 3/4" Sample (g)
Total Dry Weight of Sample (g):
24.4 Moisture Content
0.0I
NA
Weight of the Dry Sample (g): 465.92
465.92
Weight of Minus #200 Material (g): 326.14
0.00
Weight of Plus #200 Material (g): 139.78
0.00
465.92
Sieve
Sieve
Weight of Soil
Percent
Accumulated
Percent
Accumulated
Size
Opening
Retained
Retained
Percent
Finer
Percent
Retained
Finer
(mm)
O
N
N
N
%)
12"
300
0.00
0.00
0.00
100.00
100.00
6"
150
0.00
0.00
0.00
100.00
100.00
3"
75
0.00
0.00
0.00
100,00
100.00
2"
50
0.00 { * }
0.00
0.00
100.00
100.00
1 1/2"
37.5
0.00
0.00
0.00
10000
10(1.00
1"
25.0
0.00
0.00
0.00
100.00
100.00
3/4"
19.0
0.00
0.00
0.00
100.00
100.00
1/2"
12.5
0.00
0.00
0.00
100.00
100.00
3/8"
9.50
0,00
0.00
0.00
100.00
100.00
#4
4.75
0.00
0.00
0.00
100.00
100.00
#10
2.00
0.92
0.20
0.20
99.80
99.80
#20
0.85
2.72 (*")
0.58
0.78
99.22
99.22
#40
0.425
3.65
0.78
1.56
98.44
98.44
#60
0.250
3.74
0.80
2.37
97.63
97.63
#140
0.106
92.05
19.76
22.12
77.88
77.88
#200
0.075
36.70
7.88
30.00
70.00
70.00
Pan
-
326.14
70.00
100.00
-
-
Notes : {' j The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
{ **) The - 3/4" sieve analysis is based on the Weight of the Dry Sample
Tested By TB Date 6/17/20 Checked By GEM Date 6118/20
page 2 of 2 DM CTS3TW DATE 6119119 REVISION: 6 S:ExceAExce) CA ISpreadsheets4SieveHyddxis
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

ATTERBERG LIMITS
ASTM D 4318-10
Client: Atlantic Coast Eng. & Testing, Inc.
Client Reference: NC-65 & US-220 North Drill Site
Project No.: R-2020-133-001
Lab 1D: R-2020-133-001-001
As Received
Water Content
Tare Number
727
Wt. of Tare & Wet Sample (g)
721.93
Wt. of Tare & Dry Sample (g)
608.44
Weight of Tare (g)
142.52
Weight of Water (g)
113.49
Weight of Dry Sample (9)
465.92
Water Content (%) 24.4
ectechnics
seatechnic�l & geasylltnelic �e5;irg
Boring No.:
NA
Depth (ft):
NA
Sample No.:
S-1
Color:
Red
( MInus No. 40 sieve material)
NON - PLASTIC
MATERIAL
Tested By SS Date 6116120 Checked By GEM Date 6117120
IDCN: CTS4C, DATE: 4127117, REVISION: 4e S:0xceAFxcet QAISpreadsheet, lUrnit NP_xls
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net