SW1210503_Soils/Geotechnical Report_20210526

Geotechnical Investigation
Hot Springs(Duke Energy-
URE GreenSmith)
Off Andrews Avenue South
Hot Springs, Madison County,
North Carolina
ECA Project No.V1440
PREPARED BY:
SUBMITTED TO:
Environmental Corporation of America
United RenewableEnergy, LLC
1375 Union Hill Industrial Court, Suite A
5895 Shiloh Road, Suite 104
Alpharetta, GA 30004
Alpharetta, GA 30005
Atlanta, GA -Corporate Headquarters | 1375 Union Hill Industrial Court, Alpharetta,GA 30004 | [phone]| www.eca-usa.com

September 9, 2019
United Renewable Energy, LLC
5895 Shiloh Road, Suite 104
Alpharetta, GA 30005
Attention:Mr. Neal Erickson
Subject:Report of Geotechnical Investigation
Hot Springs(Duke Energy-URE Green Smith)
Off Andrews Avenue South
Hot Springs, Madison County, North Carolina
ECA Project No. V1440
Dear Mr. Erickson:
Environmental Corporation of America (ECA) is pleased to submit this report of our
geotechnical investigation for the proposed project. Our services were provided as authorized by
United Renewable Energy, LLC,via approved proposal dated August 12,2019.
This report presents a review of the information provided to us, a description of the site and
subsurface conditions, and our recommendations. The appendices contain a Site Location Map,
Boring Location Plan, Boring Logs,Laboratory Testing Results, and Laboratoryand Field
Electrical Test data.
Purpose and Scope of Work
The purpose of this exploration was to obtain specific subsurface data at the site and to provide
geotechnical related design parameters and construction recommendations for the proposed solar
panel farm development.
Our scope of work included the following:
Eight(8)soil boringsweredrilled to depthsranging from 8to 22feet below
ground surface (bgs). Figure 1 shows aSite Location Map. Figure 2 showsthe
Boring Location Plan with approximate boring locations.Standard Penetration
Tests (SPTs) were conducted to obtain soil samples and SPT N-values, in
accordance with ASTM D-1586.
The depth to groundwater, if any, was measured in the boringsafter drilling was
completed.
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Mr. Neal Erickson
Page 2
Naturalmoisturecontent(WC)tests were performed on a selected numberof
N
soilsamples in accordancewithASTM D-2216.
Unconfined compressive strength (q)index tests were performed using the
u
pocket penetrometer testor thespring tester test(wheneverpossible).
Soil index propertytesting(Liquid limit, plastic limit,plasticity index,-200 sieve
and soil classification) were performed on aselectednumber of soil samples in
accordancewith ASTM D-4318,ASTM D-1140,and ASTM D-2487.
Fieldand laboratoryearthelectrical resistivity (ER) were measured for the
existing soilin accordance with ASTM G-57.
Analytical soiltesting(pH, sulfatesandchlorides)wasconducted in accordance
with wet chemistry methods 9045-D and 9056-A.
Thermal conductivity testing of soil and rock were performed in accordance with
ASTM D-5334.
The soilsampleswere visually classified in accordance with ASTM D-2488 and a
boring log was prepared.The soil conditions were evaluated by a registered
professional engineer and this geotechnical report was prepared with our
recommendations.
Wehave recommendeddesign parameters and settlements based on the SPT N-values, lab test
results, examination of the soil samples,andour experience with similar soil conditions and
structures.
Project Information
The current project considers the development of a14-acresolar panel farm. We were provided
with apreliminary layout of the panel locationswithin the proposed lotprepared by United
Renewable Energy anddatedJuly 8, 2019.
In general, the proposed site is located within hillyterrain withsurface elevations between 1,400
and 1,600 feet Above MeanSea Level (AMSL) within the solar farm development footprint. The
ground surface within the proposed development is mostly grass covered.
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Mr. Neal Erickson
Page 3
Field Drilling Work
ndth
The fieldwork was conducted between the 22and 27of August of 2019. The borings were
located within easily accessible areas.Information obtained from the boringswas used to help us
evaluate the subsurface conditions and to assist in formulating foundation recommendations. The
site was not staked at the time of our field visit. Borings were markedon theparcelby ECA
personnel.
Subsurface Soil Conditions(All Borings)
The subsurface conditions for the proposed development were explored with eight(8)soil
boringsto depthsranging from 8to22feet below ground surface (bgs)anddrilled approximately
as shown on Figure 2.
Boring B-1: From ground surface to the full depth drilled 12.5feet bgs,soils encountered
consistedof loose clayey Sand (SC) andstiff to very stiff plastic sandy Silt with clay(ML) tothe
explored depth of 12.5 feet. Auger Refusal was encounteredat 12.5 feet.The N-values are
shown on the attached boring log and ranged from 7 to 19blows per foot (bpf). Natural moisture
content (WC) measurements were conducted on selected soil samplesand ranged from 22.3%
N
to 30.0%.Unconfined compressive strengthmeasurementsof 3.0 to 3.5 tons per square foot (tsf)
werereported using the pocket penetrometer test withintheupper 10feet.
Boring B-2: From ground surface to the full depth drilled16feet bgs,soils encountered consisted
of medium dense to very stiff sandy Clay (CL) with trace amounts of rock fragments to an
approximate depth of 6feet, underlain by sandy Silt with clay (ML) to anapproximate depth of
13.5 feet, underlain byWeathered Rock fragments manually described as very compact dense
silty Sand(SM)to the explored depthof 16feet. Auger Refusal was encounteredat 16feet.The
N-values are shown on the attached boring log and ranged from 7 to over 50bpf.Natural
moisture content (WC) measurements ranged from 12.3% to 19.1%.An unconfined
N
compressive strengthmeasurementof 4.5tsfwasreported using the pocket penetrometer at a
depth of 6feet.
Boring B-3: From ground surface to the full depth drilled 13feet bgs,soils encountered consisted
of loose clayey Sand/sandy Clay (SC-CL) to an approximate depth of 3.5 feet, underlain by very
stiff to hard sandy Siltwith clay (ML) with trace amounts of rock fragments to the refusaldepth
of 13feet.The N-values are shownon the attached boring log and ranged from 9to 34bpf.
Natural moisture content(WC) measurements ranged from 21.4% to 21.8%.Unconfined
N
compressive strengthmeasurementsof 3.0to 4.0tsf werereported using the pocket penetrometer
testwithinthe upper6feet.
Boring B-4: From ground surface to the fulldepth drilled 12.5feetbgs,soils encountered
consistedof soft to hard sandy Silt with clay (ML) with trace amounts of rock fragments to the
refusaldepth of 12.5feet.The N-values are shown on theattached boring log and ranged from 4
to 35bpf.Naturalmoisture content (WC) measurements ranged from13.1% to 17.8%.
N
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Mr. Neal Erickson
Page 4
Boring B-5: From ground surface to the full depth drilled 16feet bgs,soils encountered consisted
of medium dense to very hard sandy Silt with clay (ML) and very stiff gravelly/sandy Clay(CL)
to an approximate depth of 13.5 feet, underlain by very compact dense silty Sand(SM) with
trace amounts of clay to the refusaldepth of 16feet.The N-values are shownon the attached
boring log and ranged from 5to over 50bpf.Natural moisture content (WC) measurements
N
ranged from 24.9% to 29.7%.An unconfined compressive strengthmeasurement of 2.0tsfwas
reported using the pocket penetrometer at a depth of 3.5feet.
Boring B-7: From ground surface to the full depth drilled 22feet bgs,soils encountered consisted
ofvery stiff sandy Silt with clay (ML) to an approximate depth of 13.5feet, underlain by
Weathered Rock fragmentsmanually described as very compact dense silty Gravel (GM)to the
refusaldepth of 22feet.The N-values are shownon the attached boring logand ranged from 18
to over 50bpf.Natural moisture content (WC) measurements ranged from 10.2% to 24.2%.An
N
unconfined compressive strengthmeasurement of 4.5tsfwasreported using the pocket
penetrometer at a depth of 3.5feet.
Boring B-8:From ground surface to the full depth drilled 8feet bgs,soils encountered consisted
of medium dense to very hard sandy Silt with clay (ML).The N-values are shown on the
attached boring log and ranged from6to over 50bpf.Anaturalmoisture content (WC)
N
measurementof 29.2%was reported at 3.5 feet.
Boring B-9:From ground surface to the full depth drilled 8.5feet bgs,soils encountered
consistedof medium dense sandy Silt with clay (ML)with trace amounts of rock fragments to an
approximate depth of 6 feet, underlain by very compact dense silty Sand (SM) to the refusal
depth of 8.5feet.The N-values are shown on the attached boring log and ranged from 7to 58
bpf.Anatural moisture content (WC) measurementof 12.7%was reported at 3.5 feet.
N
The table below presents a summary of the soil testing index properties performed on selected
soil samples at differentboring and depthlocations.
Sample
WCSoil
N
Boring
LLPLPI-200 Sieve
No.
(%)Classification
No.
(Depth)
ASTM D-2216ASTM D-4318ASTM D-1140ASTM D-2487
B-11(3.5’)30.041261567.0ML
B-22(3.5’)19.141182352.1CL
B-54(13.5’)11.2NP34.0SM
N Q N Q
B-73(6’)23.347301771.7ML
Notes:WC=Natural moisturecontent(asdeterminedby ECA)LL=liquid limit, PL=plastic
N
limit, PI=plasticity index, NP=nonplastic soil.
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Mr. Neal Erickson
Page 5
The table below presents the auger refusal depths encountered at the site per boring.
Boring No.Auger Refusal Depth(feet)
Boring B-112.5
Boring B-216
Boring B-313
BoringB-412.5
Boring B-516
Boring B-722
Boring B-88
Boring B-98.5
Groundwater Level Condition
Atthe time of drilling (ATD), agroundwater level wasnot encounteredwithin the depths drilled.
Itshould benoted that groundwater level observationsmade within mostlycohesive soils during
drilling could be misleading. It should be anticipatedthat thegroundwater level will fluctuate
due toseasonal climatic changes during the year. To determine actual groundwater level
measurements, groundwaterlevels should be measuredusing observation wells installed for
prolonged periods.
Foundation Construction Recommendations
The subsurface conditions are suitable for supportof the anticipated bearing anduplift loads
using a shallow foundation system.Our analysis indicates thatthe existing soilsarecapable of a
maximum netallowable soil bearing pressure (q)of 2,500pounds per squarefoot (psf)at a
ALL
minimum depthof foundation (D) of 2feetbelow existinggrade elevation.Total and differential
f
settlement should be less than 1-inch and 0.5-inch, respectively.The proposed foundationshould
bear within the existing sandy silt with claysoil(ML).
A safety factor(SF)of 3,awet soilunit weight () of 115pcf, and a minimum foundation
wet
width (B) of 3feetwere considered for soil bearing computations.The provided allowablesoil
bearing pressureassumes the bottom of excavationis stableand must be proof rolled and
observedbefore any concrete placement, as described in our Fill Placement section.
As an alternativeto the shallow foundationsystem, the project designer may consider using a
deep foundationsystem. Theproposedsolar farm system may also be supported using helical
piles. The helical pile system should be installedthru the existingresidualmaterial,down to
auger refusal depth and embedded into the existing weathered rock an estimated length of atleast
4feet.
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Mr. Neal Erickson
Page 6
Concrete Foundation Slab-Proposed Containers
Before any concrete placement ECA strongly recommends performing asoilundercut
approximately 2feetdeepwithin the locationof the proposal concrete slabfoundation. The
proposed excavation should be extendedlaterally approximately 1-footoutside the perimeter of
the proposed foundationslab.The proposed excavation should be backfilledusing selected
material, as described in our Fill Placement Section.
For the designoftheproposedconcrete slabfoundation,the structural engineer may consider a
modulus of subgradereaction (k)of85pounds per cubic inch (pci), for concrete foundation
s
slabs constructed over compactedengineered fill.
Due to the existence of plastic soils within thearea,we strongly recommend the use of a vapor
barrier under aconcrete foundation slab. The purposeof the vapor barrier is to prevent water
migration into andthrough the concrete slab.Thepresence of such water may deteriorate the
capacity of the steel reinforcementon foundations and slabs.
Due to the existingsite topography, the proposed concrete foundation slab would be located near
the crest of an existing slope(Boring B-1 location).The projectsite designer may need to
consider areasonablefoundation setback distance as described in Figure 4.
Soil Site Class
Based on our site evaluation and the information provided by the International Building Code
(2012), to perform a dynamicanalysis,the clientsdesign engineer should consider that the soils
at the site fall underaStiff Soil Profile and Site Class D.
Fill Placement
Selected materials for fill,unless otherwise specified, should consist of essentially granular
material (GM, GP, GM, GC, SW, SP or SM Unified Soil Classification System); A-2-4or better,
AASHTO Classification, as approved by the Project Geotechnical Engineer.In-situ soils
should not be usedas backfill.These should be free from vegetationand should not contain
rocks greater than 6 inches in size.
The amount of fill required forthis project depends on the planned final grades. Any fill or
backfill required to attain finished grade should be placed in layers not exceeding 8 to 10-inch
thick lifts and compacted to not less than 95% of the Modified Proctor Maximum drydensity, as
determined by method (ASTM D-1557).
Under sidewalks and green areas compactionlevel attained shouldnot be less than 90% of the
Modified Proctor Maximum drydensity. The soil moisture content should be close to the
optimum moisture content. All required fill should meet the specified compaction criteria.
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Mr. Neal Erickson
Page 7
Field density tests should be conducted at routine intervals as the fill is being placed to verify
that adequate compaction is achieved.Prior to placing any new fill, any soft or loose near surface
soils should be removed andthe area Proof-Rolled with a heavy vehicle or a heavy compaction
roller to confirm that any unsuitable soil conditions have been discovered.
Foundation Excavations
A groundwater level was not encounteredwithin any of the borings drilled at the site. To avoid
softening of the shallow soils exposed at the foundation bearing level, excavations should not be
left open for extended periods, prior to placing reinforcing steel and concrete.If rain or freezing
weather is expected, excavations should not be completed. Leaving the excavations at least 1-
foot above final grade should protect thebearing soils from deterioration.
If the excavation must remain open overnightor if rainfall becomes imminent while the bearing
soils are exposed, we recommend that a2 to 4-inch thick "mud-mat" of "lean" (2,000 psi)
concrete be placed on the bearing soils before the placement of reinforcing steel. Ifthe bearing
soils aresoftened by surface water intrusion or exposure, the softened soils must be removed
from the foundation excavation bottom immediately prior to placement of concrete.
Electrical Resistivity Tests
The following tables present a summary of the field and laboratorytesting results as requested by
the client.
Field Electrical Resistivity Tests
!
The field testing was performed in accordance with ASTM G-57 and using a Ground Resistance
Tester(AEMC Instrument, Model 4620) with array line with probe spacingsof2, 4, 8, 16, 25,
and 40 feet.
Two (2) different array lines were tested in the field.Thearray lineswithinthe proposed project
area were located inthenorth-southand east-west directions.Thetable belowpresents theresult
of thefield resistivity testperformed at the site. Figure 3showstheEarth Resistivity testlines
location plan.Thefielddata obtained isshown in AppendixC.
FieldEarth Resistivity
Test No.Test DateDepth (feet)
(Ohms-cm)
Ground surface
#18/19/201955,814
(east-west)
Ground surface
#28/19/201957,062
(north-south)
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Mr. Neal Erickson
Page 8
Laboratory Electrical ResistivityTests
The table below presents the result of a laboratory electricalresistivitytest performed on soil
samplesobtained during drilling operations. The laboratory testswere performed in accordance
with ASTM G-57 and usingaSoilResistivity Meter(Tinker & Rasor Instrument, Model SR-2).
The laboratory test data obtained is shown inAppendix C.
Test No.Sample DepthAverage Resistivity
Test Date
(Numberof Tests)(feet)(Ohms-cm)
#1(4)0-88/29/201944,184
#2(4)0-88/30/201943,301
Analytical Testing Results(pH,Chloride and Sulfate)
The table below shows the laboratorytest resultsfor selected soil samples.
Chloride(Dry)Sulfate(Dry)
Sample No.Boring No.pH
mg/kgmg/kg
115.59NDND
285.02NDND
375.10NDND
435.30NDND
ND=Not detected. The detailed chemical test report is shownin Appendix D.
Thermal Conductivity Test
The table below shows the resultsfor the soil thermal resistivitytestperformed on grab soil
samples from Borings B-1 and B-3.
Reported Soil Thermal Resistivity
Sample No.Moisture Content (%)
°C·cm/W
113.755.60
215.950.84
317.947.98
419.844.12
The detailed thermal conductivitytestreport is shown in Appendix D.
Basis for Recommendations
The subsurface conditions encountered at the boring locationsare shown on the Boring Logsin
Appendix B. This Boring Logsrepresentour interpretation of the subsurface conditions based
on the field logs and visual examination of field samples by an engineer. The lines designating
the interface between various strata on the Boring Logsrepresent the approximate interface
Atlanta, GA -Corporate Headquarters | 1375 Union Hill Industrial Court, Alpharetta,GA 30004 | [phone]| www.eca-usa.com

!
APPENDIX A
Figures
Atlanta, GA -Corporate Headquarters | 1375 Union Hill Industrial Court, Alpharetta,GA 30004 | [phone]| www.eca-usa.com
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APPENDIX B
Boring Logs
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!

Project:Hot Springs
Environmental Corp of America
Log of Boring B-1
1375 Union Hill Industrial Ct. Suite-A
Project Location:Hot Springs, NC
Alpharetta, GA 30004
Sheet 1 of 1
[phone]
Project Number:V1440
Date(s)
Logged ByChecked By
8/22/2019AXBHAA
Drilled
DrillingDrill BitTotal Depth
HSA2.25 inches12.5 feet bgs
MethodSize/Typeof Borehole
Drill RigDrillingApproximate
CME 45DSI
TypeContractorSurface Elevation
Groundwater LevelSamplingHammer
Not EncounteredSPT140 Lbs hammer, rope and cathead
and Date MeasuredMethod(s)Data
Borehole
Location
CuttingsHot Springs, Madison County, North Carolina
Backfill
MATERIAL DESCRIPTION
Depth (feet)Sample NumberSample TypeSampling Resistance, blows/ftSPT N-ValuesRec (%) / RQD (%)Material TypeUSCS SymbolWater Content (%)qu (tsf)qu (tsf)- Spring TesterLL (%)PI (%)
0
Dark brown, loose clayey Sadnd, SC
1trace roots, dry (Top Soil)----
2-3-47
Yellowish brown, stiff sandy Silt with ML
clay, damp
230.03.54115
1-3-69
5
Same as above, very stiff, dampML
3----
5-8-1119
Same as above, very stiff, dampML
422.33.0--
6-7-1219
10
Auger Refusal at 12.5 feet
End of Boring at 12.5 feet.
15
20
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Project:Hot Springs
Environmental Corp of America
Log of Boring B-2
1375 Union Hill Industrial Ct. Suite-A
Project Location:Hot Springs, NC
Alpharetta, GA 30004
Sheet 1 of 1
[phone]
Project Number:V1440
Date(s)
Logged ByChecked By
8/27/2019AXBHAA
Drilled
DrillingDrill BitTotal Depth
HSA2.25 inches16 feet bgs
MethodSize/Typeof Borehole
Drill RigDrillingApproximate
CME 45DSI
TypeContractorSurface Elevation
Groundwater LevelSamplingHammer
Not EncounteredSPT140 Lbs hammer, rope and cathead
and Date MeasuredMethod(s)Data
Borehole
Location
CuttingsHot Springs, Madison County, North Carolina
Backfill
MATERIAL DESCRIPTION
Depth (feet)Sample NumberSample TypeSampling Resistance, blows/ftSPT N-ValuesRec (%) / RQD (%)Material TypeUSCS SymbolWater Content (%)qu (tsf)qu (tsf)- Spring TesterLL (%)PI (%)
0
Yellowish brown/black, medium CL
1dense sandy Clay, damp----
1-3-47
Same as above, very stiff, damp CL
(Broken Sample)
219.1-4123
5-9-1322
5
Yellowish brown/red/grey, very stiff ML
3sandy Silt with clay, damp-4.5--
7-13-1528
Yellowish brown, very stiff sandy ML
Silt with clay and rock fragments,
dry
412.3---
14-14-1529
10
5----
50/4''50/4''
Yellow, Weathered Rock fragments SM
manually described as very
compact dense silty Sand, dry
15
Auger Refusal at 16 feet
End of Boring at 16 feet.
20
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Project:Hot Springs
Environmental Corp of America
Log of Boring B-3
1375 Union Hill Industrial Ct. Suite-A
Project Location:Hot Springs, NC
Alpharetta, GA 30004
Sheet 1 of 1
[phone]
Project Number:V1440
Date(s)
Logged ByChecked By
8/22/2019AXBHAA
Drilled
DrillingDrill BitTotal Depth
HSA2.25 inches13 feet bgs
MethodSize/Typeof Borehole
Drill RigDrillingApproximate
CME 45DSI
TypeContractorSurface Elevation
Groundwater LevelSamplingHammer
Not EncounteredSPT140 Lbs hammer, rope and cathead
and Date MeasuredMethod(s)Data
Borehole
Location
CuttingsHot Springs, Madison County, North Carolina
Backfill
MATERIAL DESCRIPTION
Depth (feet)Sample NumberSample TypeSampling Resistance, blows/ftSPT N-ValuesRec (%) / RQD (%)Material TypeUSCS SymbolWater Content (%)qu (tsf)qu (tsf)- Spring TesterLL (%)PI (%)
0
Dark brown/black, loose clayey SC-CL
1Sand/sandy Clay, dry (Top Soil)--
2-4-59
Yellowish brown, very stiff sandy ML
Silt with clay, damp
221.43.0
4-8-1220
5
Same as above, very stiff, yellowish ML
3brown/red, damp-4.0
4-10-1424
Same as above, hard, with rock ML
fragments, damp
421.8-
8-14-2034
10
Auger Refusal at 13 feet
End of Boring at 13 feet.
15
20
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Project:Hot Springs
Environmental Corp of America
Log of Boring B-4
1375 Union Hill Industrial Ct. Suite-A
Project Location:Hot Springs, NC
Alpharetta, GA 30004
Sheet 1 of 1
[phone]
Project Number:V1440
Date(s)
Logged ByChecked By
8/27/2019AXBHAA
Drilled
DrillingDrill BitTotal Depth
HSA2.25 inches12.5 feet bgs
MethodSize/Typeof Borehole
Drill RigDrillingApproximate
CME 45DSI
TypeContractorSurface Elevation
Groundwater LevelSamplingHammer
Not EncounteredSPT140 Lbs hammer, rope and cathead
and Date MeasuredMethod(s)Data
Borehole
Location
CuttingsHot Springs, Madison County, North Carolina
Backfill
MATERIAL DESCRIPTION
Depth (feet)Sample NumberSample TypeSampling Resistance, blows/ftSPT N-ValuesRec (%) / RQD (%)Material TypeUSCS SymbolWater Content (%)qu (tsf)qu (tsf)- Spring TesterLL (%)PI (%)
0
Dark brown/black, soft sandy Silt ML
1with clay, trace roots, moist (Top -
1-2-24
Soil)
Red/yellowish brown, very stiff ML
sandy Silt with clay, damp
217.8
3-8-1422
5
Same as above, very stiff, trace ML
3rock fragments, damp-
8-13-1730
Same as above, hard, trace rock ML
fragments, damp
413.1
12-13-2235
10
Auger Refusal at 12.5 feet
End of Boring at 12.5 feet.
15
20
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Project:Hot Springs
Environmental Corp of America
Log of Boring B-5
1375 Union Hill Industrial Ct. Suite-A
Project Location:Hot Springs, NC
Alpharetta, GA 30004
Sheet 1 of 1
[phone]
Project Number:V1440
Date(s)
Logged ByChecked By
8/27/2019AXBHAA
Drilled
DrillingDrill BitTotal Depth
HSA2.25 inches16 feet bgs
MethodSize/Typeof Borehole
Drill RigDrillingApproximate
CME 45DSI
TypeContractorSurface Elevation
Groundwater LevelSamplingHammer
Not EncounteredSPT140 Lbs hammer, rope and cathead
and Date MeasuredMethod(s)Data
Borehole
Location
CuttingsHot Springs, Madison County, North Carolina
Backfill
MATERIAL DESCRIPTION
Depth (feet)Sample NumberSample TypeSampling Resistance, blows/ftSPT N-ValuesRec (%) / RQD (%)Material TypeUSCS SymbolWater Content (%)qu (tsf)qu (tsf)- Spring TesterLL (%)PI (%)
0
Dark brown/black, medium dense ML
1sandy Silt with clay, trace roots, ----
2-2-35
damp (Top Soil)
Red/yellowish brown, stiff sandy Silt ML
with clay, damp
229.72.0--
4-4-59
5
3----
50/2''50/2''
Same as above, very hard, trace ML
rock fragments, damp
Red/yellowish brown, very stiff ML
sandy Silt with clay and gravels,
damp
424.9---
5-8-2028
10
Light red, very compact dense silty SM
5Sand, trace Clay, damp--NPNP
21-25-50/3''75/9''
15
Auger Refusal at 16 feet
End of Boring at 16 feet.
20
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Project:Hot Springs
Environmental Corp of America
Log of Boring B-7
1375 Union Hill Industrial Ct. Suite-A
Project Location:Hot Springs, NC
Alpharetta, GA 30004
Sheet 1 of 1
[phone]
Project Number:V1440
Date(s)
Logged ByChecked By
8/22/2019AXBHAA
Drilled
DrillingDrill BitTotal Depth
HSA2.25 inches22 feet bgs
MethodSize/Typeof Borehole
Drill RigDrillingApproximate
CME 45DSI
TypeContractorSurface Elevation
Groundwater LevelSamplingHammer
Not EncounteredSPT140 Lbs hammer, rope and cathead
and Date MeasuredMethod(s)Data
Borehole
Location
CuttingsHot Springs, Madison County, North Carolina
Backfill
MATERIAL DESCRIPTION
Depth (feet)Sample NumberSample TypeSampling Resistance, blows/ftSPT N-ValuesRec (%) / RQD (%)Material TypeUSCS SymbolWater Content (%)qu (tsf)qu (tsf)- Spring TesterLL (%)PI (%)
0
Dark brown/red, very stiff, sandy ML
1SIlt with clay, dry----
4-8-1018
Red/yellowish brown, very stiff ML
sandy Silt with clay, trace rock
222.64.5--
17-7-1017
fragments, damp
5
Same as above, very stiff, dampML
3--4717
8-12-1527
Same as above, very stiff, dampML
424.2---
2-9-1524
10
Red, Weathered Rock fragments GM
5----
18-50/3''68/8''
manually described as very
compact dense silty Gravel, damp
15
Same as above, very compact GM
6dense, dry10.2---
27-35-4782
20
Auger Refusal at 22 feet
End of Boring at 22 feet.
F:\\PROJECT\\2019proj\\V1425 - V1449\\V1440\\All Borings_Hot Springs_V1440.bg4\[ECA Temp.tpl\]

Project:Hot Springs
Environmental Corp of America
Log of Boring B-8
1375 Union Hill Industrial Ct. Suite-A
Project Location:Hot Springs, NC
Alpharetta, GA 30004
Sheet 1 of 1
[phone]
Project Number:V1440
Date(s)
Logged ByChecked By
8/22/2019AXBHAA
Drilled
DrillingDrill BitTotal Depth
HSA2.25 inches8 feet bgs
MethodSize/Typeof Borehole
Drill RigDrillingApproximate
CME 45DSI
TypeContractorSurface Elevation
Groundwater LevelSamplingHammer
Not EncounteredSPT140 Lbs hammer, rope and cathead
and Date MeasuredMethod(s)Data
Borehole
Location
CuttingsHot Springs, Madison County, North Carolina
Backfill
MATERIAL DESCRIPTION
Depth (feet)Sample NumberSample TypeSampling Resistance, blows/ftSPT N-ValuesRec (%) / RQD (%)Material TypeUSCS SymbolWater Content (%)qu (tsf)qu (tsf)- Spring TesterLL (%)PI (%)
0
Dark brown/black, medium dense ML
1sandy Silt with clay, damp-
2-3-36
Red/yellowish brown, very stiff ML
sandy Silt with clay, damp
229.2
2-10-1525
5
Same as above, very hard, dampML
3-
50/2''50/2''
Auger Refusal at 8 feet
End of Boring at 8 feet.
10
15
20
F:\\PROJECT\\2019proj\\V1425 - V1449\\V1440\\All Borings_Hot Springs_V1440.bg4\[ECA Temp.tpl\]

Project:Hot Springs
Environmental Corp of America
Log of Boring B-9
1375 Union Hill Industrial Ct. Suite-A
Project Location:Hot Springs, NC
Alpharetta, GA 30004
Sheet 1 of 1
[phone]
Project Number:V1440
Date(s)
Logged ByChecked By
8/27/2019AXBHAA
Drilled
DrillingDrill BitTotal Depth
HSA2.25 inches8.5 feet bgs
MethodSize/Typeof Borehole
Drill RigDrillingApproximate
CME 45DSI
TypeContractorSurface Elevation
Groundwater LevelSamplingHammer
Not EncounteredSPT140 Lbs hammer, rope and cathead
and Date MeasuredMethod(s)Data
Borehole
Location
CuttingsHot Springs, Madison County, North Carolina
Backfill
MATERIAL DESCRIPTION
Depth (feet)Sample NumberSample TypeSampling Resistance, blows/ftSPT N-ValuesRec (%) / RQD (%)Material TypeUSCS SymbolWater Content (%)qu (tsf)qu (tsf)- Spring TesterLL (%)PI (%)
0
Dark brown/black, medium dense ML
1sandy Silt with clay, damp-
2-3-47
Red/yellowish brown, very stiff ML
sandy silt with clay, trace rock
212.7
3-13-1528
fragments, damp (Broken Sample)
5
Light brown, very compact dense SM
3silty Sand, trace clay, trace rock -
6-33-2558
fragments, damp
Auger Refusal at 8.5 feet
End of Boring at 8.5 feet.
10
15
20
F:\\PROJECT\\2019proj\\V1425 - V1449\\V1440\\All Borings_Hot Springs_V1440.bg4\[ECA Temp.tpl\]

Project:Hot Springs
Environmental Corp of America
Key to Log of Boring
1375 Union Hill Industrial Ct. Suite-A
Project Location:Hot Springs, NC
Alpharetta, GA 30004
Sheet 1 of 1
[phone]
Project Number:V1440
MATERIAL DESCRIPTION
Depth (feet)Sample NumberSample TypeSampling Resistance, blows/ftSPT N-ValuesRec (%) / RQD (%)Material TypeUSCS SymbolWater Content (%)qu (tsf)qu (tsf)- Spring TesterLL (%)PI (%)
1234567891011121314
COLUMN DESCRIPTIONS
1Depth (feet): Depth in feet below the ground surface.9USCS Symbol: Graphic depiction of the subsurface material
2Sample Number: Sample identification number.encountered.
3Sample Type: Type of soil sample collected at the depth interval10Water Content (%): Water content of the soil sample, expressed as
shown.percentage of dry weight of sample.
4Sampling Resistance, blows/ft: Number of blows to advance driven11qu (tsf): Unconfined compression test
sampler one foot (or distance shown) beyond seating interval12qu (tsf)- Spring Tester: Unconfined Compression test value from a
using the hammer identified on the boring log.spring tester
5SPT N-Values: SPT N-values13LL (%): Liquid Limit, expressed as a water content.
6Rec (%) / RQD (%): Core Recovery (%) and RQD (%)14PI (%): Plasticity Index, expressed as a water content.
7MATERIAL DESCRIPTION: Description of material encountered.
May include consistency, moisture, color, and other descriptive
text.
8Material Type: Type of material encountered.
FIELD AND LABORATORY TEST ABBREVIATIONS
CHEM: Chemical tests to assess corrosivityPI: Plasticity Index, percent
COMP: Compaction testSA: Sieve analysis (percent passing No. 200 Sieve)
CONS: One-dimensional consolidation testUC: Unconfined compressive strength test, Qu, in ksf
LL: Liquid Limit, percentWA: Wash sieve (percent passing No. 200 Sieve)
MATERIAL GRAPHIC SYMBOLS
Lean CLAY, CLAY w/SAND, SANDY CLAY (CL)Clayey SAND (SC)
Silty GRAVEL (GM)Clayey SAND to Sandy CLAY (SC-CL)
SILT, SILT w/SAND, SANDY SILT (ML)Silty SAND (SM)
TYPICAL SAMPLER GRAPHIC SYMBOLSOTHER GRAPHIC SYMBOLS
Water level (at time of drilling, ATD)
Auger samplerGrab SamplePitcher Sample
Water level (after waiting)
2-inch-OD unlined split
Bulk SampleHQ Rock Core
spoon (SPT)
Minor change in material properties within a
stratum
3-inch-OD California w/2.5-inch-OD ModifiedShelby Tube (Thin-walled,
brass ringsCalifornia w/ brass linersfixed head)
Inferred/gradational contact between strata
CME SamplerNQ Rock Core
?
Queried contact between strata
GENERAL NOTES
1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be
gradual. Field descriptions may have been modified to reflect results of lab tests.
2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative
of subsurface conditions at other locations or times.
F:\\PROJECT\\2019proj\\V1425 - V1449\\V1440\\All Borings_Hot Springs_V1440.bg4\[ECA Temp.tpl\]

!
APPENDIX C
ElectricalResistivity Test Results
Atlanta, GA -Corporate Headquarters | 1375 Union Hill Industrial Court, Alpharetta,GA 30004 | [phone]| www.eca-usa.com
!

APPENDIX C
Earth Resistivity Testing Results
Environmental Corporation of America (ECA)
Site Name: Hot Springs
ECA Project No. V1440
Laboratory Electrical Resistivity TestData per ASTM G-57.
Sample Depth Resistivity
Test#1Meter Reading (R)
(feet)(Ohms-cm)
#10-834.1944,187
#20-834.1944,187
#30-834.1844,174
#40-834.1944,187
Average Result44,184
Sample Depth Resistivity
Test #2Meter Reading (R)
(feet)(Ohms-cm)
#10-832.1243,308
#20-832.1143,294
#30-832.1243,308
#40-832.1143,294
Average Result43,301

Site Name: Hot Springs
ECA Project No. V1440
Field Electrical Resistivity Test Data per ASTM G-57.
Test #1
Field Meter Reading
Rod Spacing Calculated Resistivity
(North-South Line)
(feet)(Ohms-cm)
(Ohms)
239.3015,052
424.9019,073
822.0033,704
1616.6951,138
2520.3097,186
4015.50118,730
Average Result55,814
Test #2
Field Meter Reading
Calculated Resistivity
Rod Spacing
(North-South Line)
(feet)(Ohms-cm)
(Ohms)
238.7014,822
427.2020,835
818.1827,852
1622.3068,327
2518.6089,048
4015.86121,488
Average Result57,062

!
APPENDIX D
Laboratory TestResults
Geotechnical and Analytical Testing Results
Atlanta, GA -Corporate Headquarters | 1375 Union Hill Industrial Court, Alpharetta,GA 30004 | [phone]| www.eca-usa.com
!

IMELY
1874 Forge Street Tucker, GA 30084
NGINEERING
Phone: [phone] Tested ByIH
OIL
Fax: [phone] Date08/29/19
ESTS, LLC
www.test-llc.com Checked By
Web:
Client Pr. #V1.440Lab. PR. #1999-04-1
Pr. NameSolar Farm DevelopmentS. TypeBag
Sample ID31379/SS-1Depth/Elev.-
LocationB-1 Add. Info-
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit,Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows322715
Mass ofWet Sample & Tare, g35.8036.9038.96Oven ID #15/496/610
Mass of Dry Sample & Tare, g32.5033.7035.53Balance ID #139/563
Mass of Tare, g24.2525.8627.65Liquid Limit Device ID #451/569
Moisture Content, %40.0040.8243.53
46
45
44
%
43
ONTENT
42
C
E
R
41
TU
IS
O
40
M
39
38
10100
20253040
NUMBER OF BLOWS
PLASTIC LIMIT
Mass ofWet Sample & Tare, g43.1737.53
Mass of Dry Sample & Tare, g39.9035.22
Mass of Tare, g27.4226.28NOTE:MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %26.2025.84WAS USED FOR TEST
NATURALMOISTURE
Mass ofWet Sample & Tare, g248.30LIQUID LIMIT (LL)41
Mass of Dry Sample & Tare, g228.20PLASTIC LIMIT (PL)26
Mass of Tare, g140.50PLASTICITY INDEX (PI)15
Moisture Content, %22.92LIQUIDITY INDEX (LI)-0.21
Yellowish Brown Sandy Silt
DESCRIPTION
USCS (ASTM D2487; D2488)MLAASHTO (M 145)NA

IMELY
1874 Forge Street Tucker, GA 30084
RI
NGINEERING
Phone: [phone] Tested By
08/28/19
OIL
Fax: [phone] Date
ESTS, LLC
Web:www.test-llc.com Checked By
Client Pr. #V1.440 Lab. PR. #1999-04-1
Pr. Name Solar Farm Development S. Type Bag
Sample ID 31379/SS-1 Depth/Elev.-
Location B-1 Add. Info-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
MOISTURE CONTENT of TOTAL SAMPLEMOISTURE CONTENT of FINE MATERIAL
Mass ofWet Sample & Tare, g 248.3 Mass ofWet Sample & Tare, g 248.30
Mass of Dry Sample & Tare, g 228.2 Mass of Dry Sample & Tare, g 228.20
Mass of Tare, g 140.5 Mass of Tare, g 140.50
Moisture Content, %22.9 Moisture Content, %22.9
TOTALMass ofwet sample 344.3 Mass ofWet Fine Material & Tare, g 100.60
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTALMass of dry sample, g 280.1 Mass of Dry Fine Material, g 81.84
100.0
% of Total Sample Passing Split Sieve
SIEVE ANALYSIS*
COARSEMATERIALFINEMATERIAL
Mass of Tare, g0.0Mass of Tare, g0.00
Sieve SizeSample & Tare, g% RETAINED% PASSING
12"COBBLES 0.0100.0 Cumulative% PASSING
3"0.0100.0 Sieve SizeMass retained, g(ofTotal)
2.5"COARSE 0.0100.0#10MEDIUM 0.5699.3
2"GRAVEL 0.0100.0#20SAND 2.7596.6
1.5"0.0100.0#40 8.0890.1
1"0.0100.0#60FINE SAND 14.9581.7
.75"0.0100.0#100 21.4473.8
.5"FINE GRAVEL 0.0100.0#200FINES 27.0067.0
.375"0.0100.0
* - ASTM Definitions of Classification
#4COARSE SAND 0.00.0100.0
** - AASHTO Definitions of Classification
NOTE:# 4(4.75mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID #15/496/610% COBBLES 0.0%MEDIUM Sand 9.2
Balance ID#139/142/700% COARSE Gravel 0.0% FINE Sand 23.1
Sieve Shaker ID #555% FINE Gravel 0.0% FINES 67.0
% COARSE Sand 0.7%TOTAL SAMPLE 100.0
REMARKSPARTICLE-SIZE ANALYSIS**
% COBBLES 0.0% COARSE Sand 9.2
% COARSE Gravel (Stone)0.0% FINE Sand 23.1
%MEDIUM Gravel (Stone)0.0% FINES (Silt-Clay)67.0
% FINE Gravel (Stone)0.7%TOTAL SAMPLE 100.0
DESCRIPTION
Yellowish Brown Sandy Silt
USCS (ASTM D2487; D2488)MLAASHTO (M 145)NA
Page 1 of 2

IMELY
1874 Forge StreetTucker, GA 30084
NGINEERING
Phone: [phone] Tested ByRI
OIL
Fax: [phone] Date08/28/19
ESTS, LLC
Web:www.test-llc.com Checked By
Client Pr. #V1.440Lab. PR. #1999-04-1
Pr. NameSolar Farm DevelopmentS.Type Bag
31379/SS-1
Sample IDDepth/Elev.-
B-1
LocationAdd. Info-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Standard Test Method forParticle-Size Analysis of Soils and Aggregates (Split Sieve)
Particle-SizeAnalysis
12"6"3"2"1".5"#4#8
#10#16#20#30#40#50#60
2.5"1.5".75".25"
#100#140#200
.375"
100
90
80
%
70
P
60
A
S
50
S
I
N
40
G
30
20
10
0
10001001010.10.010.001
Grain size in millimeters
CoarseFine CoarseMedium Fine Silt or Clay
BouldersCobblesGravelSand Fines
D
NAmm
10
D
NAmm
30
D
NAmm
60
CuNA
CcNA
Project's Specific % Passing NA
Page 2 of 2 Project's Specific Particle Size,mm NA

IMELY
1874 Forge Street Tucker, GA 30084
NGINEERING
Phone: [phone] Tested ByIH
OIL
Fax: [phone] Date08/29/19
ESTS, LLC
www.test-llc.com Checked By
Web:
Client Pr. #V1.440Lab. PR. #1999-04-1
Pr. NameSolar Farm DevelopmentS. TypeBag
Sample ID31380/SS-2Depth/Elev.-
LocationB-2 Add. Info-
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit,Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows342620
Mass ofWet Sample & Tare, g39.1537.1532.37Oven ID #15/496/610
Mass of Dry Sample & Tare, g36.2134.0629.27Balance ID #139/563
Mass of Tare, g28.6826.4821.96Liquid Limit Device ID #451/569
Moisture Content, %39.0440.7742.41
45
44
43
%
42
ONTENT
41
C
E
R
40
TU
IS
O
39
M
38
37
10100
20253040
NUMBER OF BLOWS
PLASTIC LIMIT
Mass ofWet Sample & Tare, g44.8934.81
Mass of Dry Sample & Tare, g41.9632.99
Mass of Tare, g25.8422.78NOTE:MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %18.1817.83WAS USED FOR TEST
NATURALMOISTURE
Mass ofWet Sample & Tare, g282.20LIQUID LIMIT (LL)41
Mass of Dry Sample & Tare, g261.00PLASTIC LIMIT (PL)18
Mass of Tare, g139.10PLASTICITY INDEX (PI)23
Moisture Content, %17.39LIQUIDITY INDEX (LI)-0.03
Yellowish Red and Gray Sandy Lean Clay
DESCRIPTION
USCS (ASTM D2487; D2488)CLAASHTO (M 145)NA

IMELY
1874 Forge Street Tucker, GA 30084
RI
NGINEERING
Phone: [phone] Tested By
08/28/19
OIL
Fax: [phone] Date
ESTS, LLC
Web:www.test-llc.com Checked By
Client Pr. #V1.440 Lab. PR. #1999-04-1
Pr. Name Solar Farm Development S. Type Bag
Sample ID 31380/SS-2 Depth/Elev.-
Location B-2 Add. Info-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
MOISTURE CONTENT of TOTAL SAMPLEMOISTURE CONTENT of FINE MATERIAL
Mass ofWet Sample & Tare, g 282.2 Mass ofWet Sample & Tare, g 282.20
Mass of Dry Sample & Tare, g 261.0 Mass of Dry Sample & Tare, g 261.00
Mass of Tare, g 139.1 Mass of Tare, g 139.10
Moisture Content, %17.4 Moisture Content, %17.4
TOTALMass ofwet sample 427.5 Mass ofWet Fine Material & Tare, g 100.20
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTALMass of dry sample, g 364.2 Mass of Dry Fine Material, g 85.36
99.8
% of Total Sample Passing Split Sieve
SIEVE ANALYSIS*
COARSEMATERIALFINEMATERIAL
Mass of Tare, g0.0Mass of Tare, g0.00
Sieve SizeSample & Tare, g% RETAINED% PASSING
12"COBBLES 0.0100.0 Cumulative% PASSING
3"0.0100.0 Sieve SizeMass retained, g(ofTotal)
2.5"COARSE 0.0100.0#10MEDIUM 1.2398.3
2"GRAVEL 0.0100.0#20SAND 6.8491.8
1.5"0.0100.0#40 16.0781.0
1"0.0100.0#60FINE SAND 26.6168.7
.75"0.0100.0#100 34.8559.0
.5"FINE GRAVEL 0.0100.0#200FINES 40.8252.1
.375"0.00.0100.0
* - ASTM Definitions of Classification
#4COARSE SAND 0.80.299.8
** - AASHTO Definitions of Classification
NOTE:# 4(4.75mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID #15/496/610% COBBLES 0.0%MEDIUM Sand 17.3
Balance ID#139/142/700% COARSE Gravel 0.0% FINE Sand 28.9
Sieve Shaker ID #555% FINE Gravel 0.2% FINES 52.1
% COARSE Sand 1.4%TOTAL SAMPLE 100.0
REMARKSPARTICLE-SIZE ANALYSIS**
% COBBLES 0.0% COARSE Sand 17.3
% COARSE Gravel (Stone)0.0% FINE Sand 28.9
%MEDIUM Gravel (Stone)0.0% FINES (Silt-Clay)52.1
% FINE Gravel (Stone)1.7%TOTAL SAMPLE 100.0
DESCRIPTION
Yellowish Red and Gray Sandy Lean Clay
USCS (ASTM D2487; D2488)CLAASHTO (M 145)NA
Page 1 of 2

IMELY
1874 Forge StreetTucker, GA 30084
NGINEERING
Phone: [phone] Tested ByRI
OIL
Fax: [phone] Date08/28/19
ESTS, LLC
Web:www.test-llc.com Checked By
Client Pr. #V1.440Lab. PR. #1999-04-1
Pr. NameSolar Farm DevelopmentS.Type Bag
31380/SS-2
Sample IDDepth/Elev.-
B-2
LocationAdd. Info-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Standard Test Method forParticle-Size Analysis of Soils and Aggregates (Split Sieve)
Particle-SizeAnalysis
12"6"3"2"1".5"#4#8
#10#16#20#30#40#50#60
2.5"1.5".75".25"
#100#140#200
.375"
100
90
80
%
70
P
60
A
S
50
S
I
N
40
G
30
20
10
0
10001001010.10.010.001
Grain size in millimeters
CoarseFine CoarseMedium Fine Silt or Clay
BouldersCobblesGravelSand Fines
D
NAmm
10
D
NAmm
30
D
NAmm
60
CuNA
CcNA
Project's Specific % Passing NA
Page 2 of 2 Project's Specific Particle Size,mm NA

IMELY
1874 Forge StreetTucker, GA 30084
NGINEERING
Phone: [phone] Tested ByIH
OIL
Fax: [phone] Date08/29/19
ESTS, LLC
Web:www.test-llc.com Checked By
1999-04-1
Client Pr. #V1.440Lab. PR. #
Pr. NameSolar Farm DevelopmentS.TypeBag
Sample ID31382/SS-4Depth/Elev.-
LocationB-56Add. Info-
ASTM D 4318
Standard Test Method for Liquid Limit,Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT Liquid Limit Device ID #56
NOTES: 1. Material appears to be
Number of Blows1212
Weight ofWet Sample & Tare, g41.1642.51Nonplastic. (Liquid Limit or Plastic
Weight of Dry Soil & Tare, g38.5540.15Limit test could not be performed.)
Weight ofTare, g26.6929.332.Material passing No. 40 sievewas
Moisture Content, %22.0121.81usedfor test.
58
57
56
55
NONPLASTIC
54
53
52
MOISTURE CONTENT %
51
50
10100
203040
NUMBER OFBLOWS
PLASTIC LIMIT
Weight ofWet Soil & Tare, g38.8238.23
Weight of Dry Soil & Tare, g36.4036.28
Weight ofTare, g25.2127.40Oven ID Number 15/496/610
Moisture Content, %21.6321.96Balance ID Number 139/563
NATURALMOISTURE
Weight ofWet Soil & Tare, g278.80LIQUID LIMIT (LL)NP
Weight of Dry Soil & Tare, g264.70PLASTIC LIMIT (PL)NP
Weight ofTare, g138.50PLASTICITY INDEX (PI)NP
Moisture Content, %11.17LIQUIDITY INDEX (LI)-
DESCRIPTIONYellowish Brown Silty Sand with Gravel
USCS (ASTM D2487;2488)SMAASHTO (M 145)NA

IMELY
1874 Forge Street Tucker, GA 30084
RI
NGINEERING
Phone: [phone] Tested By
08/28/19
OIL
Fax: [phone] Date
ESTS, LLC
Web:www.test-llc.com Checked By
Client Pr. #V1.440 Lab. PR. #1999-04-1
Pr. Name Solar Farm Development S. Type Bag
Sample ID 31382/SS-4 Depth/Elev.-
Location B-56 Add. Info-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
MOISTURE CONTENT of TOTAL SAMPLEMOISTURE CONTENT of FINE MATERIAL
Mass ofWet Sample & Tare, g 278.8 Mass ofWet Sample & Tare, g 278.80
Mass of Dry Sample & Tare, g 264.7 Mass of Dry Sample & Tare, g 264.70
Mass of Tare, g 138.5 Mass of Tare, g 138.50
Moisture Content, %11.2 Moisture Content, %11.2
TOTALMass ofwet sample 294.4 Mass ofWet Fine Material & Tare, g 100.20
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTALMass of dry sample, g 264.8 Mass of Dry Fine Material, g 90.13
81.7
% of Total Sample Passing Split Sieve
SIEVE ANALYSIS*
COARSEMATERIALFINEMATERIAL
Mass of Tare, g0.0Mass of Tare, g0.00
Sieve SizeSample & Tare, g% RETAINED% PASSING
12"COBBLES 0.0100.0 Cumulative% PASSING
3"0.0100.0 Sieve SizeMass retained, g(ofTotal)
2.5"COARSE 0.0100.0#10MEDIUM 3.0579.0
2"GRAVEL 0.0100.0#20SAND 4.9377.3
1.5"0.0100.0#40 6.6075.7
1"0.00.0100.0#60FINE SAND 16.8566.4
.75"26.710.189.9#100 39.2146.2
.5"FINE GRAVEL 38.814.785.3#200FINES 52.6634.0
.375"40.515.384.7
* - ASTM Definitions of Classification
#4COARSE SAND 48.418.381.7
** - AASHTO Definitions of Classification
NOTE:# 4(4.75mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID #15/496/610% COBBLES 0.0%MEDIUM Sand 3.2
Balance ID#139/142/700% COARSE Gravel 10.1% FINE Sand 41.8
Sieve Shaker ID #555% FINE Gravel 8.2% FINES 34.0
% COARSE Sand 2.8%TOTAL SAMPLE 100.0
REMARKSPARTICLE-SIZE ANALYSIS**
% COBBLES 0.0% COARSE Sand 3.2
% COARSE Gravel (Stone)0.0% FINE Sand 41.8
%MEDIUM Gravel (Stone)15.3% FINES (Silt-Clay)34.0
% FINE Gravel (Stone)5.7%TOTAL SAMPLE 100.0
DESCRIPTION
Yellowish Brown Silty Sand with Gravel
USCS (ASTM D2487; D2488)SMAASHTO (M 145)NA
Page 1 of 2

IMELY
1874 Forge StreetTucker, GA 30084
NGINEERING
Phone: [phone] Tested ByRI
OIL
Fax: [phone] Date08/28/19
ESTS, LLC
Web:www.test-llc.com Checked By
Client Pr. #V1.440Lab. PR. #1999-04-1
Pr. NameSolar Farm DevelopmentS.Type Bag
31382/SS-4
Sample IDDepth/Elev.-
B-56
LocationAdd. Info-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Standard Test Method forParticle-Size Analysis of Soils and Aggregates (Split Sieve)
Particle-SizeAnalysis
12"6"3"2"1".5"#4#8#10#16#20#30#40#50#60
2.5"1.5".75".25"
#100#140#200
.375"
100
90
80
%
70
P
60
A
S
50
S
I
N
40
G
30
20
10
0
10001001010.10.010.001
Grain size in millimeters
CoarseFine CoarseMedium Fine Silt or Clay
BouldersCobblesGravelSand Fines
D
NAmm
10
D
NAmm
30
D
NAmm
60
CuNA
CcNA
Project's Specific % Passing NA
Page 2 of 2 Project's Specific Particle Size,mm NA

IMELY
1874 Forge Street Tucker, GA 30084
NGINEERING
Phone: [phone] Tested ByIH
OIL
Fax: [phone] Date08/29/19
ESTS, LLC
www.test-llc.com Checked By
Web:
Client Pr. #V1.440Lab. PR. #1999-04-1
Pr. NameSolar Farm DevelopmentS. TypeBag
Sample ID31381/SS-3Depth/Elev.-
LocationB-7 Add. Info-
ASTM D 4318/AASHTO T 88, T 89
Standard Test Method for Liquid Limit,Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
LIQUID LIMIT
Number of Blows302116
Mass ofWet Sample & Tare, g37.4135.0936.05Oven ID #15/496/610
Mass of Dry Sample & Tare, g33.5431.3232.24Balance ID #139/563
Mass of Tare, g25.1223.3724.40Liquid Limit Device ID #451/569
Moisture Content, %45.9647.4248.60
50
49
%
48
ONTENT
47
C
E
R
TU
46
IS
O
M
45
44
10100
20253040
NUMBER OF BLOWS
PLASTIC LIMIT
Mass ofWet Sample & Tare, g37.0337.22
Mass of Dry Sample & Tare, g34.2334.53
Mass of Tare, g24.8725.54NOTE:MATERIAL PASSING NO. 40 SIEVE
Moisture Content, %29.9129.92WAS USED FOR TEST
NATURALMOISTURE
Mass ofWet Sample & Tare, g291.00LIQUID LIMIT (LL)47
Mass of Dry Sample & Tare, g262.30PLASTIC LIMIT (PL)30
Mass of Tare, g139.00PLASTICITY INDEX (PI)17
Moisture Content, %23.28LIQUIDITY INDEX (LI)-0.40
Red Silt with Sand
DESCRIPTION
USCS (ASTM D2487; D2488)MLAASHTO (M 145)NA

IMELY
1874 Forge Street Tucker, GA 30084
RI
NGINEERING
Phone: [phone] Tested By
08/28/19
OIL
Fax: [phone] Date
ESTS, LLC
Web:www.test-llc.com Checked By
Client Pr. #V1.440 Lab. PR. #1999-04-1
Pr. Name Solar Farm Development S. Type Bag
Sample ID 31381/SS-3 Depth/Elev.-
Location B-7 Add. Info-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)
MOISTURE CONTENT of TOTAL SAMPLEMOISTURE CONTENT of FINE MATERIAL
Mass ofWet Sample & Tare, g 291.0 Mass ofWet Sample & Tare, g 291.0
Mass of Dry Sample & Tare, g 262.3 Mass of Dry Sample & Tare, g 262.3
Mass of Tare, g 139.0 Mass of Tare, g 139.0
Moisture Content, %23.3 Moisture Content, %23.3
TOTALMass ofwet sample 503.0 Mass ofWet Fine Material & Tare, g 102.60
before splitting & tare, g
Mass of Tare, g 0.0 Mass of Tare, g 0.00
TOTALMass of dry sample, g 408.0 Mass of Dry Fine Material, g 83.23
99.9
% of Total Sample Passing Split Sieve
SIEVE ANALYSIS*
COARSEMATERIALFINEMATERIAL
Mass of Tare, g0.0Mass of Tare, g0.00
Sieve SizeSample & Tare, g% RETAINED% PASSING
12"COBBLES 0.0100.0 Cumulative% PASSING
3"0.0100.0 Sieve SizeMass retained, g(ofTotal)
2.5"COARSE 0.0100.0#10MEDIUM 1.1698.5
2"GRAVEL 0.0100.0#20SAND 4.2694.7
1.5"0.0100.0#40 8.4989.7
1"0.0100.0#60FINE SAND 13.7883.3
.75"0.0100.0#100 18.6577.5
.5"FINE GRAVEL 0.0100.0#200FINES 23.4671.7
.375"0.00.0100.0
* - ASTM Definitions of Classification
#4COARSE SAND 0.60.199.9
** - AASHTO Definitions of Classification
NOTE:# 4(4.75mm)Sieve used for splitting sample on fine and coarse material
PARTICLE-SIZE ANALYSIS*
Oven ID #15/496/610% COBBLES 0.0%MEDIUM Sand 8.8
Balance ID#139/142/700% COARSE Gravel 0.0% FINE Sand 18.0
Sieve Shaker ID #555% FINE Gravel 0.1% FINES 71.7
% COARSE Sand 1.4%TOTAL SAMPLE 100.0
REMARKSPARTICLE-SIZE ANALYSIS**
% COBBLES 0.0% COARSE Sand 8.8
% COARSE Gravel (Stone)0.0% FINE Sand 18.0
%MEDIUM Gravel (Stone)0.0% FINES (Silt-Clay)71.7
% FINE Gravel (Stone)1.5%TOTAL SAMPLE 100.0
DESCRIPTION
Red Silt with Sand
USCS (ASTM D2487; D2488)MLAASHTO (M 145)NA
Page 1 of 2

IMELY
1874 Forge StreetTucker, GA 30084
NGINEERING
Phone: [phone] Tested ByRI
OIL
Fax: [phone] Date08/28/19
ESTS, LLC
Web:www.test-llc.com Checked By
Client Pr. #V1.440Lab. PR. #1999-04-1
Pr. NameSolar Farm DevelopmentS.Type Bag
31381/SS-3
Sample IDDepth/Elev.-
B-7
LocationAdd. Info-
ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311
Standard Test Method forParticle-Size Analysis of Soils and Aggregates (Split Sieve)
Particle-SizeAnalysis
12"6"3"2"1".5"#4#8#10#16#20#30#40#50#60
2.5"1.5".75".25"
#100#140#200
.375"
100
90
80
%
70
P
60
A
S
50
S
I
N
40
G
30
20
10
0
10001001010.10.010.001
Grain size in millimeters
CoarseFine CoarseMedium Fine Silt or Clay
BouldersCobblesGravelSand Fines
D
NAmm
10
D
NAmm
30
D
NAmm
60
CuNA
CcNA
Project's Specific % Passing NA
Page 2 of 2 Project's Specific Particle Size,mm NA

T IMELY
1874ForgeStreetTucker,GA30084
E NGINEERING
Phone:[phone] TestedByRI/EB
S OIL
Fax:[phone] Date08/29/19
T ESTS,LLC
Web:www.test-llc.com CheckedBy
Client Pr. #V1.440Lab.PR. #1999-04-1
Pr.NameSolarFarmDevelopmentS.TypeRemold
SampleID31383/SS-5&SS-6Depth/Elev.-
LocationB-1&B-3 Add. Info-
ASTMD5334
StandardTestMethodforDeterminationofThermalConductivity/Resistivityof Soiland SoftRock
byThermalNeedle Probe Procedure
DeterminationofThermalResistivityatRemoldedCondition(at SpecifiedMoistureContentandDensity)
NaturalMoistureContentProctorData
MassofWet Sample & Tare, g1925.80
MassofDry Sample & Tare, g1671.50MaximumDryDensity,pcf106.60
MassofTare, g334.50OptimumMoistureContent(O.M.C.), %17.70
MoistureContent, %19.0
TESTDATA(Specimen#1)
RequestedDifference fromOMC, %-4.0MoistureContent
MOLD #
Requested%Compaction fromMDD 95.0MassofWet Sample & Tare, g488.20
25
AverageHeightofMold,inch8.000MassofDry Sample & Tare, g440.10
AverageDiameterofMold,inch2.810MassofTare, g89.90
MassofMold, g1042.50MoistureContent, %13.7
Trial #12
MassofMold+ Soil, g2537.80
o
Massof Soil, g1495.30Temperature,C25.7625.67
3
Volumeof Soil, ft
0.02871ThermalResistivityReading,rho°C·cm/W55.5455.45
WetDensityofRemolded Soil,pcf114.8 AverageTh.ResistivityReading,rho°C·cm/W55.50
DryDensityofRemolded Soil,pcf101.0CalibrationThermalResistivityReading,rho101.40°C·cm/W
o
ActualDifference fromOMC, %-4.0CalibrationTemperature,C25.53
Actual % Compaction fromMDD94.7CalibrationThermalResistivityFactor1.0020
Reported SoilThermalResistivity
55.60°C·cm/W
o
DeterminationofThermalResistivityat OvenDriedCondition(110C)
TESTDATA(Specimen#1A)
TESTDATA
Trial #12
Remarks
o
Testingwasperformedonremolded(perabove
Temperature,C28.3028.07
parameters) specimenafterovendrying.
ThermalResistivityReading,rho°C·cm/W142.30143.70
MoistureContentof Specimenis0%.
AverageTh.ResistivityReading,rho°C·cm/W143.00
CalibrationThermalResistivityReading,rho101.40°C·cm/W
o
CalibrationTemperature,C25.53
CalibrationThermalResistivityFactor
1.0020
Reported SoilThermalResistivity
143.28°C·cm/W
OvenID #496/610 Description
NA
BalanceID #563/700
Sensor ID #827
ConductivityMeter ID #826
Calibration Standard #SE2499 USCS(D2487;D2488)NA
Calibration Value,rho 101.60°C·cm/WAASHTO(M145)NA

T IMELY
1874ForgeStreetTucker,GA30084
E NGINEERING
Phone:[phone] TestedByRI/EB
S OIL
Fax:[phone] Date08/29/19
T ESTS,LLC
Web:www.test-llc.com CheckedBy
Client Pr. #V1.440Lab.PR. #1999-04-1
Pr.NameSolarFarmDevelopmentS.TypeRemold
SampleID31383/SS-5&SS-6Depth/Elev.-
LocationB-1&B-3 Add. Info-
ASTMD5334
StandardTestMethodforDeterminationofThermalConductivity/Resistivityof Soiland SoftRock
byThermalNeedle Probe Procedure
DeterminationofThermalResistivityatRemoldedCondition(at SpecifiedMoistureContentandDensity)
NaturalMoistureContentProctorData
MassofWet Sample & Tare, g1925.80
MassofDry Sample & Tare, g1671.50MaximumDryDensity,pcf106.60
MassofTare, g334.50OptimumMoistureContent(O.M.C.), %17.70
MoistureContent, %19.0
TESTDATA(Specimen#2)
RequestedDifference fromOMC, %-2.0MoistureContent
MOLD #
Requested%Compaction fromMDD 95.0MassofWet Sample & Tare, g507.00
26
AverageHeightofMold,inch8.000MassofDry Sample & Tare, g451.30
AverageDiameterofMold,inch2.810MassofTare, g101.00
MassofMold, g1048.50MoistureContent, %15.9
Trial #12
MassofMold+ Soil, g2572.40
o
Massof Soil, g1523.90Temperature,C26.4525.79
3
Volumeof Soil, ft
0.02871ThermalResistivityReading,rho°C·cm/W50.8450.64
WetDensityofRemolded Soil,pcf117.0 AverageTh.ResistivityReading,rho°C·cm/W50.74
DryDensityofRemolded Soil,pcf101.0CalibrationThermalResistivityReading,rho101.40°C·cm/W
o
ActualDifference fromOMC, %-1.8CalibrationTemperature,C25.53
Actual % Compaction fromMDD94.7CalibrationThermalResistivityFactor1.0020
Reported SoilThermalResistivity
50.84°C·cm/W
o
DeterminationofThermalResistivityat OvenDriedCondition(110C)
TESTDATA(Specimen#2A)
TESTDATA
Trial #12
Remarks
o
Temperature,C
ThermalResistivityReading,rho°C·cm/W
AverageTh.ResistivityReading,rho°C·cm/W
CalibrationThermalResistivityReading,rho101.40°C·cm/W
o
CalibrationTemperature,C25.53
CalibrationThermalResistivityFactor
Reported SoilThermalResistivity
NA°C·cm/W
OvenID #496/610 Description
NA
BalanceID #563/700
Sensor ID #827
ConductivityMeter ID #826
Calibration Standard #SE2499 USCS(D2487;D2488)NA
Calibration Value,rho 101.60°C·cm/WAASHTO(M145)NA

T IMELY
1874ForgeStreetTucker,GA30084
E NGINEERING
Phone:[phone] TestedByRI/EB
S OIL
Fax:[phone] Date08/29/19
T ESTS,LLC
Web:www.test-llc.com CheckedBy
Client Pr. #V1.440Lab.PR. #1999-04-1
Pr.NameSolarFarmDevelopmentS.TypeRemold
SampleID31383/SS-5&SS-6Depth/Elev.-
LocationB-1&B-3 Add. Info-
ASTMD5334
StandardTestMethodforDeterminationofThermalConductivity/Resistivityof Soiland SoftRock
byThermalNeedle Probe Procedure
DeterminationofThermalResistivityatRemoldedCondition(at SpecifiedMoistureContentandDensity)
NaturalMoistureContentProctorData
MassofWet Sample & Tare, g1925.80
MassofDry Sample & Tare, g1671.50MaximumDryDensity,pcf106.60
MassofTare, g334.50OptimumMoistureContent(O.M.C.), %17.70
MoistureContent, %19.0
TESTDATA(Specimen#3)
RequestedDifference fromOMC, %0.0MoistureContent
MOLD #
Requested%Compaction fromMDD 95.0MassofWet Sample & Tare, g511.00
27
AverageHeightofMold,inch8.000MassofDry Sample & Tare, g448.60
AverageDiameterofMold,inch2.810MassofTare, g100.30
MassofMold, g1045.30MoistureContent, %17.9
Trial #12
MassofMold+ Soil, g2594.00
o
Massof Soil, g1548.70Temperature,C26.0725.97
3
Volumeof Soil, ft
0.02871ThermalResistivityReading,rho°C·cm/W47.7648.02
WetDensityofRemolded Soil,pcf118.9 AverageTh.ResistivityReading,rho°C·cm/W47.89
DryDensityofRemolded Soil,pcf100.8CalibrationThermalResistivityReading,rho101.40°C·cm/W
o
ActualDifference fromOMC, %0.2CalibrationTemperature,C25.53
Actual % Compaction fromMDD94.6CalibrationThermalResistivityFactor1.0020
Reported SoilThermalResistivity
47.98°C·cm/W
o
DeterminationofThermalResistivityat OvenDriedCondition(110C)
TESTDATA(Specimen#3A)
TESTDATA
Trial #12
Remarks
o
Temperature,C
ThermalResistivityReading,rho°C·cm/W
AverageTh.ResistivityReading,rho°C·cm/W
CalibrationThermalResistivityReading,rho101.40°C·cm/W
o
CalibrationTemperature,C25.53
CalibrationThermalResistivityFactor
Reported SoilThermalResistivity
NA°C·cm/W
OvenID #496/610 Description
NA
BalanceID #563/700
Sensor ID #827
ConductivityMeter ID #826
Calibration Standard #SE2499 USCS(D2487;D2488)NA
Calibration Value,rho 101.60°C·cm/WAASHTO(M145)NA

T IMELY
1874ForgeStreetTucker,GA30084
E NGINEERING
Phone:[phone] TestedByRI/EB
S OIL
Fax:[phone] Date08/29/19
T ESTS,LLC
Web:www.test-llc.com CheckedBy
Client Pr. #V1.440Lab.PR. #1999-04-1
Pr.NameSolarFarmDevelopmentS.TypeRemold
SampleID31383/SS-5&SS-6Depth/Elev.-
LocationB-1&B-3 Add. Info-
ASTMD5334
StandardTestMethodforDeterminationofThermalConductivity/Resistivityof Soiland SoftRock
byThermalNeedle Probe Procedure
DeterminationofThermalResistivityatRemoldedCondition(at SpecifiedMoistureContentandDensity)
NaturalMoistureContentProctorData
MassofWet Sample & Tare, g1925.80
MassofDry Sample & Tare, g1671.50MaximumDryDensity,pcf106.60
MassofTare, g334.50OptimumMoistureContent(O.M.C.), %17.70
MoistureContent, %19.0
TESTDATA(Specimen#4)
RequestedDifference fromOMC, %2.0MoistureContent
MOLD #
Requested%Compaction fromMDD 95.0MassofWet Sample & Tare, g512.20
28
AverageHeightofMold,inch8.000MassofDry Sample & Tare, g442.80
AverageDiameterofMold,inch2.810MassofTare, g93.00
MassofMold, g1048.00MoistureContent, %19.8
Trial #12
MassofMold+ Soil, g2623.00
o
Massof Soil, g1575.00Temperature,C26.4526.22
3
Volumeof Soil, ft
0.02871ThermalResistivityReading,rho°C·cm/W43.9744.10
WetDensityofRemolded Soil,pcf120.9 AverageTh.ResistivityReading,rho°C·cm/W44.04
DryDensityofRemolded Soil,pcf100.9CalibrationThermalResistivityReading,rho101.40°C·cm/W
o
ActualDifference fromOMC, %2.1CalibrationTemperature,C25.53
Actual % Compaction fromMDD94.7CalibrationThermalResistivityFactor1.0020
Reported SoilThermalResistivity
44.12°C·cm/W
o
DeterminationofThermalResistivityat OvenDriedCondition(110C)
TESTDATA(Specimen#4A)
TESTDATA
Trial #12
Remarks
o
Temperature,C
ThermalResistivityReading,rho°C·cm/W
AverageTh.ResistivityReading,rho°C·cm/W
CalibrationThermalResistivityReading,rho101.40°C·cm/W
o
CalibrationTemperature,C25.53
CalibrationThermalResistivityFactor
Reported SoilThermalResistivity
NA°C·cm/W
OvenID #496/610 Description
NA
BalanceID #563/700
Sensor ID #827
ConductivityMeter ID #826
Calibration Standard #SE2499 USCS(D2487;D2488)NA
Calibration Value,rho 101.60°C·cm/WAASHTO(M145)NA

T IMELY
1874Forge StreetTucker, GA 30084
E NGINEERING
Phone: [phone] Tested ByRI/EB
S OIL
Fax:[phone] Date08/29/19
T ESTS,LLC
Web:www.test-llc.com Checked By
ClientPr. #V1.440Lab. PR. #1999-04-1
Pr.NameSolarFarmDevelopmentS.TypeRemold
Sample ID31383/SS-5 & SS-6Depth/Elev.-
LocationB-1 & B-3 Add. Info-
ASTMD5334
StandardTestMethodforDeterminationofThermalConductivity/Resistivityof Soiland SoftRock
byThermalNeedle Probe Procedure
SummaryofData
Specimen #OvenDried 1234
MoistureContent, %0.0013.7415.9017.9219.84
ThermalResistivity,°C·cm/W143.2855.6050.8447.9844.12
ThermalResistivityDry-OutCurve
150.00
125.00
cm/W
*
100.00
C
ee
r
g
e
D
,
75.00
y
t
ivi
t
is
s
e
R50.00
l
a
m
r
e
Th
25.00
0.00
0.02.04.06.08.010.012.014.016.018.020.0
MoistureContent, %
Oven ID #496/610 ConductivityMeter ID 826
Balance ID #563/700 Calibration Standard SE2499
Sensor ID #
827 Calibration Value,rho 101.6°C·cm/W

IMELY
1874 Forge Street Tucker, GA 30084
NGINEERING
Phone: [phone] Tested By
OIL
Fax: [phone] Date
ESTS, LLC
Web:www.test-llc.com Checked By
Client Pr. #Lab. PR. #
V1.4401999-04-1
Pr. NameSolar Farm DevelopmentS. TypeBulk (Composite)
Sample IDDepth/Elev.
31383/SS-5 & SS-6-
LocationB-1 & B-3Add. Info-
ASTM D 698
StandardTestMethod for Laboratory Compaction Characteristics of Soil Using
33
Standard Effort (12,400 ft-lbf/ft (600kN-m/m))
DETERMINATION OF TEST PROCEDURE
wetdryMOISTURE CONTENT
Coarse + FineCoarse
33800.028398.5
Mass of Soil before sieving, g
FractionFraction
Mass of Wet Sample & Tare, g
1925.837.0
Mass of Mat. Retained on No. 4 sieve, g
Mass of Dry Sample & Tare, g
37.037.01671.537.0
Mass of Mat. Retained on 3/8" sieve, g
Mass of Tare, g
334.50.0
Mass of Mat. Retained on 3/4" sieve, g
Moisture Content, %
19.00.0
Material Retained on No. 4 Sieve, %
0.1
Material Retained on 3/8" Sieve, %
B
Material Retained on 3/4" Sieve, %Procedure
0.1
Total, %(oversized)
TEST DATA
12345798
PointsMold ID Number
6022.06133.06167.06119.04261.8
Mass of Mold and Soil, gMass of Mold, g
3
506.5421.5431.2498.30.0333
Mass of Wet Sample & Tare, g
Volume of Mold, ft
466.0379.2382.3441.2318
Mass of Dry Sample & Tare, gHammer ID Number
183.7125.2129.9182.225
Mass of Tare, gNumber of Blows per layer
14.316.719.422.03
Moisture Content, %Number of Layers
317
Mechanical Compactor ID Number
116.5123.9126.1123.0
Wet Density, pcf
Method A:Material retained on No. 4 Sieve< 25%
101.9106.2105.7100.7
Dry Density, pcf
Method B:Material retained on 3/8" Sieve < 25%
Method C:Material retained on 3/4" Sieve < 30%
Moisturevs. Dry Density
100% Saturation Curves:
(Gs=2.6); (Gs=2.7); (Gs=2.8)
109.0
107.0
REMARKS
cf
, p
105.0
y
it
s
n
e
D 103.0
DESCRIPTION
y
NA
Dr
101.0
99.0 USCS (ASTM D2487; D2488)
14.015.016.017.018.019.020.021.022.023.024.0
NA
AASHTO M145
Moisture Content, %
NA
106.6
Corrected Maximum Dry Density, pcfNA
Maximum Dry Density, pcf
17.7
Corrected Optimum Moisture Content, %NA
OptimumMoisture Content, %