SW1240701_Soils/Geotechnical Report_20240913

GeoTechnologies,Inc.
•
Geotechnical and Construction Materials Testing Services
October 2, 2023
Mr. Ryan Gatewood,PE,PMP
LE&D Professionals,PC
110 Exchange Street, Suite B
Danville,Virginia 24541
Re: Report of Subsurface Investigation
Proposed Sheetz—Asheville Regional Airport
Fletcher,North Carolina
GeoTechnologies Project No. 123-0773-EA
Mr. Gatewood:
GeoTechnologies, Inc. has completed the authorized subsurface investigation to evaluate site grading
and foundation support considerations for a proposed Sheetz store and gas station which will be located at the
southeast corner of the intersection of Airport Road and Airport Park Road in Fletcher, North Carolina.
Subsurface conditions at the site were investigated by completing 22 soil test borings at the approximate
locations indicated on the attached site plan, Figure 1. These borings were located in the field using a handheld
Trimble GPS unit with coordinates estimated from the Henderson County GIS. The indicated boring locations
should be considered approximate. State plane coordinates for the boring locations are presented on the attached
Table 1. The borings were extended to depths of 7.5 to 20 feet below existing grade. Borings B-1 through B-16
were completed using an all-terrain vehicle mounted drill rig turning hollow stem augers. Soils were sampled at
selected intervals using standard penetration testing designated in ASTM D-1586. Borings P-1 through P-6 were
performed using hand auger equipment with dynamic cone penetrometer (DCP) testing in accordance
with ASTM STP-399. This report presents the findings of the investigation and our recommendations for site
grading and foundation support.
SITE AND PROJECT INFORMATION
The project site is located at the southeast corner of the intersection of Airport Road and Airport Park
Road in Fletcher, North Carolina. Based on our review of aerial photographs, the property is currently
developed as a parking lot for use by the Asheville Airport. Half the lot is asphalt and the other half gravel.
Furthermore, a portion of the project area is wooded and is located at the end of a paved parking lot that will be
expanded.
The new project will include construction of a Sheetz store which will comprise 6,800 square feet and
will be single story construction. Based on our experience with similar type structures, we understand that
maximum column loads will be around 40 kips with wall loads of about 3 kips per linear foot (klf). In addition
to the proposed building, pump canopies and the fuel tank will be located west of the proposed building.
Parking and driveway areas will be constructed for the auto areas. Furthermore, the parking area to the south of
the Sheetz will be expanded further southward.
3200 Wellington Ct., Ste. 108• Raleigh, NC 27615• Phone [phone]•Fax [phone]•www.geotechpa.com• License No.C-0894

Sheetz @ Asheville Airport
October 2,2023
Page 2
SUBSURFACE CONDITIONS
Generalized subsurface profiles prepared from the test boring data are attached to this report as Figures
2A through 2C to graphically illustrate subsurface conditions encountered at this site. More detailed descriptions
of the conditions encountered at the individual test boring locations are then presented on the attached test
boring records.
Subsurface conditions on the site are characterized by the presence of topsoil, gravel or asphalt which
generally extended to depths of about 4 to 6 inches below existing grade. The topsoil/asphalt/gravel was
underlain natural soils that extended to depths of 6 to 20 feet below grade. Auger refusal was noted in boring B-
6 at a depth of about 7.5 feet below grade. The soils were comprised of silty sands, sandy clays and sandy silts.
SPT Penetration resistances in the soils varied from 6 to 66 blows per foot(bpf). In the hand auger borings,DCP
penetration resistances varied from 8 to in excess of 15 blows per increment(bpi).
Groundwater was not encountered in the borings at the time of boring completion. Due to the fine
grained near surface soils the site is subject to the development of temporarily higher perched groundwater
conditions. Additionally,regional groundwater levels will fluctuate with seasonal and climatic changes and may
be different at other times.
LABORATORY TESTING
Two samples were collected near boring B-13 and P-2 and transported to our laboratory for testing.
Laboratory testing included natural moisture content testing (ASTM D-2216), Atterberg limits testing (ASTM
D-4318), particle size distribution testing (ASTM D-6913), standard Proctor testing (ASTM D-698) and CBR
(ASTM D-1883). The test results attached to the end of the report and summarized below:
Laboratory Test Summary Table
Atterberg Standard CBR
Fines Moisture
Sample Depth Limits Proctor
(% passing Content
(ft) LL PI 200) C/u) MDD OM 0.1" 0.2" Swell
(pcf) (%)
B-13 1-4 69 39 37.3 15.3 108.5 16.5 4.1 7.8 1.0
P-2 0.5-2.5 37 11 49.6 18.4 105.9 18.9 9.5 11.0 0.4
RECOMMENDATIONS
The following recommendations are made based upon a review of the attached test boring data, our
understanding of the proposed construction, and past experience with similar projects and subsurface conditions.
Should site grading or structural plans change significantly from those now under consideration, we would
appreciate being provided with that information so that these recommendations may be confirmed, extended, or
modified as necessary. Additionally, should subsurface conditions adverse to those indicated by this report be
encountered during construction,those differences should be reported to us for review and comment.
Site Grading Considerations: Subsurface conditions on the site are characterized by relatively fine-
grained soils which are sensitive to moisture content changes. Therefore, we recommend that site grading be
completed during the warmer summer months of the year, if possible, when higher ambient air temperatures
GeoTechnologies,Inc.
www.geotechpa.com

Sheetz @ Asheville Airport
October 2,2023
Page 3
generally result in lower near surface moisture contents. Grading the site during the cooler winter months of the
year will likely result in an increase in subgrade repairs
Grading should begin with the removal of all asphalt, vegetation and topsoil from the building and
pavement areas. Gravel may remain in-place if stable. Once stripping is completed, we recommend the site be
proofrolled with a tandem axle loaded dump truck in the presence of a geotechnical engineer to identify areas
which require repair. Any area which appears unsuitable in the opinion of the engineer should be undercut to
firm bearing and backfilled with properly compacted structural fill as directed. Repair areas will need to be
identified in the field as grading proceeds.
In areas that will receive more than 5 feet of fill, some fill induced settlement will occur. In these areas
we recommend establishing settlement points at the top of the fill section and having the project surveyor
monitor those points on a weekly basis. Construction of foundations should be delayed until the fill induced
settlements have subsided. This typically occurs in 30 to 60 days but should be verified by settlement
monitoring.
Compaction&Borrow Sources: The soils which exist on this site,with the exception of topsoil,will be
suitable for reuse as structural fill provided they are moisture conditioned to within 2% of optimum moisture as
necessary. If any off-site borrow materials are required to achieve grades,we recommend those materials consist
of clayey or silty sands or low plasticity silts and clays with Unified Soil Classifications of SC, SM,ML, or CL.
All fill material placed on the site should be compacted to not less than 95% of the standard Proctor
maximum dry density except in the final foot where compaction should be increased to 98% of the standard
Proctor maximum. All fill should be moisture conditioned to within 2% of optimum moisture content to
facilitate compaction and to maintain stability of the fill section. We recommend density testing be performed
on a full-time basis to verify that the recommended density percentages are achieved.
Foundation Support Considerations: Based upon the borings data, the subsurface conditions at the site
are suitable for support of the structures on a shallow foundation system. Careful inspection of foundation
subgrades, including completing hand auger borings and dynamic cone penetration (DCP) testing will be
required to properly evaluate the subgrades. Following proper site grading, foundations may be designed for a
maximum allowable bearing pressure of 3,000 psf subject to the restriction that all column and wall footings
have minimum dimensions of 24 and 16 inches, respectively. These foundations may bear at nominal depth
beneath finished exterior grade except that a minimum embedment of not less than 24 inches is recommended
for frost protection. All excavation foundation subgrades should be inspected by a geotechnical engineer to
verify that suitable bearing conditions exist. Should any soft areas be identified, these areas can be repaired by
undercutting to firm bearing material and backfilling to design bearing elevation with uniformly graded washed
#57 or#67 stone.
GeoTechnologies evaluated potential settlements utilizing the FHA procedure which is an empirical
method correlating soil compressibility to material types and penetration resistances. The results of this analysis
indicates that the anticipated 40-kip column loads will result in total settlements of less than one inch provided
fill induced when supported on shallow spread footings designed for a contact pressure of 3,000 psf. Differential
settlements are expected to be approximately one half the magnitude of the total settlement. The results of our
settlement analysis are presented in the attached Figures 3 and 4.
.,._ . GeoTechnologies,Inc.
www.geotechpa.com

Sheetz @ Asheville Airport
October 2,2023
Page 4
We recommend that slab-on-grades be designed for an assumed subgrade modulus of 100 pci (for a one
foot by one-foot area) assuming that all soils within the upper 12 inches are properly compacted to 98% of the
standard Proctor maximum dry density. We recommend that any joints in the slab be cut relatively quickly,
concurrently with finishing operations, to help control shrinkage cracking. Additionally, water/cement ratios
should be kept relatively low to help reduce shrinkage cracking. We recommend that joint spacing be in
accordance with guidelines presented in ACI and that the joints extend at least one third the slab depth to
promote cracking along these joints.
We recommend that foundations for the pump island canopies be designed for an allowable bearing
pressure of 3,000 psf. The majority of the load on the canopies is likely uplift, so we anticipate that they would
typically be oversized for uplift resistance. To evaluate resistance to uplift, we recommend assuming a soil unit
weight of 110 pcf above the foundation, assuming that all backfill soils are properly compacted to 95% of the
standard Proctor maximum dry density. The weight of the concrete within the foundations can be properly sized
to provide any additional uplift resistance needed. Buoyant unit weights should be used below the ground water
level. In order to evaluate resistance to sliding, GeoTechnologies recommends assuming a friction factor of 0.35
along the base of the foundations. A uniform ultimate passive resistance of 600 psf may be used for design.
Tank Pit Construction: We understand that the project will include installation of below grade
underground fuel tanks. We anticipate that the base of the tanks will likely extend to depths of as much as 15 to
20 feet below existing ground surface. Partially weathered rock (PWR) was not encountered, however, auger
refusal was noted in boring B-6 at a depth of about 7.5 feet. For this reason, it may be possible that boulders or
rock ledges are encountered during deep excavations. The contractor should be aware of this and have
provisions in place for difficult excavations if encountered.
Groundwater was not encountered in the test borings upon completion, however, it is possible that
groundwater is encountered and dewatering may be required for the tank pit excavations. It may be possible to
use pumps and sumps in the excavations; however means and methods of dewatering will be the responsibility
of the contractor. Consideration should be given to designing the tanks to resist buoyancy assuming high
perched groundwater could collect within the tank pit backfill. All OSHA regulations should be strictly adhered
to when performing below grade excavation.
Retaining Wall and Slope Considerations: If any segmental retaining walls are required to provide
grade transitions,the on-site soils are not considered well suited for use as backfill material within the reinforced
zone for walls over 5 feet in height. An acceptable off-site material would be quarry screenings for use in the
reinforced zone of the wall. Other sources could be considered; however, testing will need to be performed on
the selected materials to verify that they are suitable for this use.
We recommend that any fill slopes on the site be constructed at angles of no steeper than 2.5H:1 V or
flatter in order to provide for long-term stability during the wetter portions of the year. All fill materials placed
in slopes should be compacted to a minimum of 95% of the standard Proctor maximum dry density all the way
out to the slope face. Additionally, the slope should be quickly vegetated to help minimize erosion of the slope
face.
Pavement Design Considerations: CBR testing on a representative sample from the site indicated a
CBR value of 4.1 to 11.0 percent for the onsite soils. If pavements are kept near current grade the expansive
soils will need to be removed and replaced or chemically stabilized to provide subgrades suitable for pavement
support. A minimum of 1.5 feet of separation needs to be maintained between the highly plastic clays and
w.
GeoTechnologies,Inc.
www.geotechpa.com

Sheetz @ Asheville Airport
October 2,2023
Page 5
subgrade elevation. If provided with the anticipated traffic loading information and additional CBR testing on
imported fill,we will be happy to provide a detailed pavement design.
The most important factors affecting pavement life in the area of the site are the condition of the
subgrade immediately prior to base course stone placement and post-construction settlement. We recommend
that the subgrade of all pavement areas be proofrolled and that any yielding areas be identified and repaired
prior to placement of the base course stone All subgrade soils should be compacted to a minimum of 98% of the
standard Proctor maximum dry density immediately prior to base course stone placement. We recommend that
all pavement areas be properly graded to promote runoff of water and to prevent ponding of water on the
pavement surface which can lead to eventual saturation of the subgrade soils and the loss of pavement support.
Consideration should also be given to installing French drains or strip drains behind curbs or landscaped areas to
help prevent saturation of subgrades and base course stone.
Seismic Design Considerations: In order to evaluate seismic design considerations for the project,
GeoTechnologies utilized guidelines presented in the North Carolina Building Code which includes the
International Building Code information in conjunction with the soil borings completed on this site. Based on
this information, we recommend utilizing a site classification of "D" with respect to seismic design
considerations.
CLOSING
GeoTechnologies, Inc. appreciates the opportunity to be of service on the phase of the project.
Please contact us if you have any questions concerning this letter or if we may be of additional service on
this or other projects.
Sincerely,
N ,,
GeoTechnologies, Inc. ;\\pQ� E S�O��',,
� a V SEAL
Y V I .Z-d 25955
Mark R. Potratz,PE �•P NE••
NC License No. 25955 ''�9/r R. PD-cQ;P,`
Attachments
MRP/pr-dli
.,._ . GeoTechnologies,Inc.
www.geotechpa.com

Sheetz,Inc.
Re: Proposed Sheetz @ Asheville Airport
September 29,2023
Page: 6
TABLE 1
Summary of Test Boring Coordinates
Boring# State Plane Coordinates(ft)
Northing Easting
B-1 632621 947105
B-2 632608 947219
B-3 632584 947165
B-4 632561 947108
B-5 632549 947213
B-6 632608 947017
B-7 632562 947012
B-8 632514 947007
B-9 632580 946928
B-10 632552 946923
B-11 632484 947048
B-12 632512 947149
B-13 632501 947248
B-14 632558 947306
B-15 632614 947267
B-16 632644 947069
P-1 631988 947179
P-2 631878 947138
P-3 631813 947222
P-4 631722 947193
P-5 631679 947268
P-6 631586 947297
GeoTechnologies,Inc.
www.geotechpa.com

y,
sheville
REGIONAL AIRPORT
811111111111111111
MIIIIIism
MI I■
I As COENCING.S ,LANN
E.
I
I PRELIMINARY DESIGN
8-14
I NOT RELEASED FOR
CONSTRUCTION
8 /
1
a^� I
/// i - • 3 I
1
8-3
PROPOSED 30'
''''''''' fir , • ACCESS ROAD I ASHEVILLE
° :\ I REGIONAL AIRPORT
■tr 2 I -1�F�wl FLETCHER
NORTH EVILLE NA
CAROL
8- ` %/_� s\ rifir01171 .
/ I PROPOSED PARKING LOT
ry --- — LLOTAL SPACES
jPROPOSED PARKING LOT
8-g 190 TOTAL SPACES
'li 4, :i-'
KEY PLAN
= a� 7IlIIIIPl-hIIIII IIIIIIIIIIII.I-IIIIII I �PI-0I I I I I l -s', 8-: )\' _ i • • • _nl \ PARKING LOT REVISIONS
!ice br
: PARKING LOT
►� L((T�� Ill � lll � l �� � llllll � llllllllllll � lll �p� lll � l � ll � � REVISIONS
w /� EXHIBIT 4
AIRPORT ROAD PROPOSED PARKING LOT J
ACCESS ROAD -
2 woo.i....r.a�.�.. ..�.n
o SCALE:
c
.'l NO, DATE , BY DESCRIPTION
REVISIONS
0
DESIGNED BY: J.C.W.
DRAWN BY: J.C.W.
a CHECKED BY: J.M.M.
G APPROVED BY: J.M.M.
DATE: MARCH 2023
rii
No STATE LICENSE 0 N.C.C•2450
PPROJECT NO. 2023.0157.01
0' 25' 50' 100'
7 SHEET NUMBER
GRAPHIC SCALE IN FEET
EX-04
Figure 1

Depth (Feet) GENERALIZED SUBSURFACE PROFILE
LEGEND
B- 1 B- 2 B- 3 B- 4 B- 5 B- 6 B- 7 B- 8 B- 9 . Topsoil
0 IN MN ° ..., Av.
...
,
Silty Sand
2 .. •;;. ..10 ° ° Gravel
•
• 1• 4...... 15 22 11....... 15 14.. 16....... ' 14
�000 Asphalt
tom
4 • El
•, 26 •, 26 41 •, 10 ,' 21 28 • 16 •• 22 17 Stone Base
6 j Low Plasticity Clay
•
22 16 49 •, 12 '• 21 _ 66 . 16 .•. 22 10 Standard Penetration Resistance
8 •` '. ii Auger Refusal
10 • 43 27 31 34 24 •: 23 ' 20 • 13
12
14 p
hl• 36 1 15 43 hi 20 '•: 41 ,•la 18 , 22 11
16
18 111
0
22
PROJECT: SCALE: As Shown
Ir/////J
GeoTeclhnologies. Inc. JOB No: 123-0773-EA
Sheetz -Asheville Airport
Fletcher, North Carolina FIGURE No: 2A

Depth (Feet) GENERALIZED SUBSURFACE PROFILE
LEGEND
B-10 B-11 B-12 B-13 B-14 B-15 B-16 .x.:
❖$ Asphalt
p�
pI Stone Base
n
14 •2
6 14 20 • 11 13 •
. 15 �'�� Silty Sand
7 Low Plasticity Clay
4 , ,.'. '. .'..
8 16 18 20 27 18 15 Gravel
6 ,• Standard Penetration Resistance
• 11 12 22 11 • 26 26 18
•
10 • 17 10 17 _ 27 28 20 20
12 '
14
13
16
18
20 •• 9
22
PROJECT: SCALE: As Shown
IrrA
GeoTeclhnologies. Inc. JOB No: 123-0773-EA
Sheetz -Asheville Airport
Fletcher, North Carolina FIGURE No: 2B

Depth (Feet) GENERALIZED SUBSURFACE PROFILE
LEGEND
P- 1 P- 2 P- 3 P-4 P- 5 P- 6IMI Topsoil
U ! ! J , !ice Low Plasticity Clay
j1111 Low Plasticity Silt
1 012.5
12 15+ 8.5 11 ...9.5......
Dynamic Cone Penetration
ii. ii Auger Refusal
2 / .
3
4 .... ..15 14 12 15+ 14 15+
5
6
8 — 15+ .... .
7 15+ 15 15 15+....
8
PROJECT: \ SCALE: As Shown
GeoTechnologies, Inc. JOB No: 123-0773-EA
Sheetz -Asheville Airport
Fletcher, North Carolina FIGURE No: 2C

ESTIMATED SETTLEMENT OF SQUARE FOOTING
1.00 - -
0.90 -
0.80
0.70
0.60
Y
c
v 0.50 —•—•B-1
v t B-4
Y
0.40 B-5
W
0.30
0.20
0.10
0.00
0 50 100 150 200 250
Load (kips)
Chart is based on a stress of 3000 psf FIGURE 3

ESTIMATED SETTLEMENT OF STRIP FOOTING
0.70 - —
0.60
0.50
+B-1
f B-4
a 0.40
E
a B-5
r,
a)v)
-o
ai
00.30
E
N
W
0.20
0.10
0.00
0 500 1000 1500 2000 2500 3000 3500 4000
Contact Stress(psf)
Length=50ft, Width=1.5ft FIGURE 4

LABORATORY TEST RESULTS

1
ASTM D-4318
80
CDCH
70 .
L 60
S
T 50
1
C
T 40 - .
•
I 30 _
N
D
X 20 _ .
CL-ML , ML CD
0
0 20 40 60 80 100
LIQUID LIMIT(LL)
Specimen Identification LL PL PI Fines Classification
•B-13 1.0-4.0 69 30 39 37.3 Brown Slightly Silty Clay Fine Sand
I P-3 .5-2.5' 37 26 11 49.6 Brown Clay Slightly Silt Fine Sand
PROJECT Sheetz@ Ashville -Ashville, North Carolina JOB NO.
DATE 9/29/23
Date Recieved' ATTERBERG LIMITS' RESULTS
Dates Tested:

U.S. Standard Sieve Sizes
V N CO
1" " #4 #10 #20 #40 #60 #100 #200
100
60
m
c
m
U
40
0
100 8 6 4 2 10 8 6 4 2 1 8 6 4 2 0.1 8 6 4 2 0.01 8 6 4 2 0.0018 6
Grain Size In Millimeters
GRAVEL SAND FINES
COARSE FINE COARSE MEDIUM FINE SILT SIZES CLAY SIZES
Boring No. Elev./Depth Nat.W.C. L.L. P.L. P.I. Soil Description or Classification
B-13 GRAIN SIZE DISTRIBUTION
1.0-4.0 15.3 69.0 30.0 39.0 Brown Slightly Silty Clay Fine Sand
GeoTechnologies, Inc.
Project: Job No.:
Sheetz@ Ashville Date Recieved•
Ashville, North Carolina Date: 9/29/23 Dates Tested:

U.S. Standard Sieve Sizes
V N CO
1" " #4 #10 #20 #40 #60 #100 #200
100
60
m
c
m
2
40
0
100 8 6 4 2 10 8 6 4 2 1 8 6 4 2 0.1 8 6 4 2 0.01 8 6 4 2 0.0018 6
Grain Size In Millimeters
GRAVEL SAND FINES
COARSE FINE COARSE MEDIUM FINE SILT SIZES CLAY SIZES
Boring No. Elev./Depth Nat.W.C. L.L. P.L. P.I. Soil Description or Classification
P_3 GRAIN SIZE DISTRIBUTION
.5-2.5' 18.4 37.0 26.0 11.0 Brown Clay Slightly Silt Fine Sand
GeoTechnologies, Inc.
Project: Job No.:
Sheetz@ Ashville Date Recieved•
Ashville, North Carolina Date: 9/29/23 Dates Tested:

135 GcoTechnologies, Inc.
Job No: Date: 9/29/23
130 Job Name: Sheetz@ Ashville
Job Location: Ashville, North Carolina
Boring No: B-13
Sample No:
125 Depth: 1.0-4.0
TEST RESULTS
Method of Test: ASTM D 698
120 Maximum Dry Density: 108.5 PCF
Optimum Moisture Content: 16.5%
\ Natural Moisture Content: 15.3%
0 115 Atterberg Limits: LL 69.0 PI 39.0
Soil Description: Brown Slightly Silty Clay
U
Fine Sand
N 110
0
a Date Recieved•
Dates Tested:
2 105
>-
❑
re
100
CURVES OF 100%SATURATION
95 FOR SPECIFIC GRAVITY EQUAL TO:
2.80
2.70
90
2.60
85
80
75
0 5 10 15 20 25 30 35 40 45
WATER CONTENT(Percent Dry Weight)
MOISTURE-DENSITY RELATIONSHIP
J

135 GcoTechnologies, Inc.
Job No: Date: 9/29/23
130 Job Name: Sheetz@ Ashville
Job Location: Ashville, North Carolina
Boring No: P-3
Sample No:
125 Depth: .5-2.5'
TEST RESULTS
Method of Test: ASTM D 698
120 1 Maximum Dry Density: 105.9 PCF
Optimum Moisture Content: 18.9%
Natural Moisture Content: 18.4%
0 115 Atterberg Limits: LL 37.0 PI 11.0
Soil Description: Brown Clay Slightly Silt
U
Fine Sand
N110
0
a Date Recieved•
Dates Tested:
2 105
❑
re
100
CURVES OF 100%SATURATION
95 FOR SPECIFIC GRAVITY EQUAL TO:
2.80
2.70
90
2.60
85
80
75
0 5 10 15 20 25 30 35 40 45
WATER CONTENT(Percent Dry Weight)
MOISTURE-DENSITY RELATIONSHIP
J

GeoTechnologies, Inc. CBR DATA SHEET ASTM D-1883
JOB#: 1-23-0773EA JOB NAME: Sheetz @ Asheville
DATE: 8/30/2023 SAMPLE I.D.: B-13 Depth: 0.5'-2.5'
NOTES: PROCTOR DATA: TEST PROCEDURE: ASTM D-698
Opt.Moisture= 16.5% Max.Dry Density= 108.5
SOIL DESCRIPTION: Tan Silty Clay Sand
CBR SPECIMEN DATA Swell Data
MOISTURE CONTENT 16.8% Initial Reading 0.256
WET DENSITY 124.2 lbs./cu.ft. Final Reading 0.300
DRY DENSITY 106.3 lbs./cu.ft. Mold Height 4.591
%COMPACTION 98.0% % Swell 0.96
LOAD CELL 5000 LB. RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 lbs.
300.00 -
250.00 --
200.00 -
Q
y 150.00 - -
(7
•
100.00 -
50.00 - ---
1
0.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60
Penetration (in.)
CBR @ 0.1" 4.1
CBR @ 0.2" 7.8
%SWELL 1.0

GeoTechnologies, Inc. CBR DATA SHEET ASTM D-1883
JOB#: 1-23-0773EA JOB NAME: Sheetz @ Asheville
DATE: 8/30/2023 SAMPLE I.D.: P-3 Depth: 1.0-4.0'
NOTES: PROCTOR DATA: TEST PROCEDURE: ASTM D-698
Opt.Moisture= 18.9% Max.Dry Density= 105.9
SOIL DESCRIPTION: Tan Silty Clay Sand
CBR SPECIMEN DATA Swell Data
MOISTURE CONTENT 17.9% Initial Reading 0.328
WET DENSITY 123.6 lbs./cu.ft. Final Reading 0.345
DRY DENSITY 104.8 lbs./cu.ft. Mold Height 4.591
%COMPACTION 99.0% % Swell 0.37
-
LOAD CELL 5000 LB. RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 lbs.
350.00
300.00 - ---
1
250.00 -
1
I000
0.00 0.10 0.20 0.30 0.40 0.50 0.60
Penetration (in.)
CBR @ 0.1" 9.5
CBR @ 0.2" 11.0
%SWELL 0.4

BORING LOGS

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.3 _ Topsoil U
Medium Dense,Tan,Silty SAND SM •
6-7-7
l\r 10-12-14
10-10-12
8.0
Dense,Tan,Silty SAND SM
•
•
17-19-24
•
N
O
H
LI
15.0 17-17-19 'a
Boring terminated at 15
�I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B- 1
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.3 Gravel °
Medium Dense,Light Gray,Silty SAND SM
7-7-8
12-12-14
8-8-8
10-12-15
M
N
O
0
H
LI
15.0 7-7-8 'a
Boring terminated at 15' 0?
�I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-2
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.3 Gravel SM
•
Medium Dense,Brown,Silty SAND
9-10-12
3.0
Dense,Brown,Light Gray,Silty SAND SM •
12-18-20
15-22-27
12-14-17
N
O
H
LI
15.0 12-18-25 'a
Boring terminated at 15'
1 C7
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-3
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.3 Topsoil
Medium Dense,Brown,Silty SAND SM
5-5-5
5-5-5
7-8-4
8.0
Dense to Medium Dense,Light Gray,Silty SAND SM
10-15-19
M
N
•
0
H
LI
15.0 10-10-10r.D'a
Boring terminated at 15'
71 C
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-4
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.3 Gravel SM
Medium Dense,Brown Tan,Silty SAND
I\I 3-5-6
8-9-12
• 10-10-11
8-11-13
12.0
Dense,Gray,Silty SAND w/Gravel SM
M
N
O_
H
15.0 12-18-23 'a
Boring terminated at 15' (3
�I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-5
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
Asphalt
0.4
0.6_ Stone
Medium Dense,Brown,Silty SAND w/Quartz SM
Fragments
7-7-8
•
10-12-16
5.5
Very Dense,Brown,Silty SAND SM
20-32-34
7.5
Auger Refusal at 7.5'
O_
H
H
LI
a
cD
�I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-6
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.4 Asphalt
0.6-. Stone - SM'°
Medium Dense,Brown,Silty SAND
6-7-7
7-8-10
8-8-8
10-12-11
M
N
O
0
• �
LI
15.0 • 8810 'a
Boring terminated at 15'
_I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-7
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.4 Asphalt
0.6-. Stone - SM'°
Medium Dense,Brown,Silty SAND
7-8-8
8-10-12
10-12-10
10-10-10
M
N
O
0
•
• 10-12-10
15.0 0
Boring terminated at 15' 0)
_I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-8
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
L J
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.3 - Asphalt
0.5 Stone /SM
Medium Dense Brown,Silty SAND w/Mica
• 6-7-7
7-8-9
5-5-5
• 6-6-7
12.0
Stiff,Brown,Sandy CLAY w/Mica CL
/ •
4-5-6
/
/ O
/
/ H
/ 0
/ • LI
20.0 // 4-5-6
Boring terminated at 20'
Z
0I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-9
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.3 Asphalt
0.5 Stone /SM
Medium Dense to Loose,Brown,Silty SAND
w/Mica
5-6-8
4-4-4
•
7-6-5
' 4\0
5-8-9
6-6-7
M
H
q
H
LI
LI
20.0 + 5-4-5
Boring terminated at 20'
N
Z
0I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-10
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
L J
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.3 _ Asphalt
0.5 Stone q
Medium Dense,Gray,Silty SAND w/Gravel SM •
7-8-8
2.5
Medium Dense,Brown,Silty SAND SM
1 . . . . 5-7-9
• 9-6-6
8.0 •
Stiff,Brown,Sandy CLAY CL
•
4-5-5 0
Boring terminated at 10'
a
cD
N-
N-
0
M
N
Z
(I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-11
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.3 Gravel °
Medium Dense,Brown,Silty SAND SM
9-7-7
•
9-9-9
9-10-12
M
N
6-8-9
10.0 0
Boring terminated at 10'
a
cD
0)
N-
N-
0
M
N
Z
(I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-12
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.3 _ Gravel 0
Medium Dense,Brown,Gray,Silty SAND SM
• 6-9-11
6-9-11
5-5-6
0
10-12-15•
10.0 0
Boring terminated at 10'
a
Co
N-
N-
0
M
N
Z
0
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-13
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.3 Gravel °
Medium Dense,Tan,Silty SAND SM
5-5-6
•
•
12-12-17
•
•
•
• 10-12-14
M
N
O_
15-17-21
10.0
•
Boring terminated at 10'
a
cD
0)
N-
N-
0
M
N
Z
(I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-14
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.3 Gravel °
Medium Dense,Tan,Brown,Silty SAND SM
6-6-7
•
8-10-8
10-12-14
M
N
N
10-10-10
10.0 _
Boring terminated at 10'
a
cD
0)
N-
N-
0
M
N
Z
(I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-15
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
Asphalt
0.4 ;.;.
0.6 Stone _
•
Medium Dense,Dark Brown,Silty SAND •
SM'•
7-8-7
•
6-7-8
• 8-8-10
N
8-10-10
10.0 •
Boring terminated at 10'
a
cD
N-
N-
0
M
N
Z
(I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER B-16
DATE 9-13-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

DYNAMIC HAND CONE
PENETROMETER RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION PER BLOWS PER
(FT.) (FT.) INCREMENT 1 3/4"
0.0 0 10 20 40 60 100
Topsoil
0.5
Stiff Orange Fine Sandy Silty CLAY CL •
10-15
3.0
Stiff Orange to Tan Fine Sandy Micaceous SILT ML
• 15
7.0 •
Hand Auger Terminated at 7' 15+
M
N
0
H
0
H
a
0)
N-
N-
0
M
N
Z
0
Dry at time of boring
JOB NUMBER 123-0773-EA \
BORING NUMBER P- 1
DATE 8-28-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

DYNAMIC HAND CONE
PENETROMETER RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION PER BLOWS PER
(FT.) (FT.) INCREMENT 1 3/4"
0.0 0 10 20 40 60 100
Topsoil
0.5
Stiff Orangish Brown Fine Sandy Silty CLAY CL/
•
10-12-12
2.5 j
Stiff Orange to Tan Fine Sandy Micaceous SILT ML
•
10-13-15
7.0 •
Hand Auger Terminated at 7' 15
M
N
0
H
0
H
a
0)
N-
N-
0
M
N
Z
0
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER P-2
DATE 8-28-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

DYNAMIC HAND CONE
PENETROMETER RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION PER BLOWS PER
(FT.) (FT.) INCREMENT 1 3/4"
0.0 0 10 20 40 60 100
Topsoil
0.5
Stiff Orange Brown Fine Sandy Silty CLAY CL/
•
12-15+
3.5 /
Stiff Orangish Brown&Gray Fine Sandy Clayey ML
SILT
•
10-12-12
6.0
•
Hand Auger Terminated at 6' 8-8-8
O_
H
LI
a
cD
_I
Dry at time of boring
JOB NUMBER 123-0773-EA \
BORING NUMBER P-3
DATE 8-28-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

DYNAMIC HAND CONE
PENETROMETER RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION PER BLOWS PER
(FT.) (FT.) INCREMENT 1 3/4"
0.0 0 10 20 40 60 100
0.2 Topsoil _ •
Stiff Brown SILT ML
•
12-7-10
2.5
Stiff Tan Brown Fine to Medium Sandy SILT ML
w/Mica
•
15-15+
6.0
•
Hand Auger Refusal at 6' 15+15+
O_
H
LI
a
cD
_I
Dry at time of boring
JOB NUMBER 123-0773-EA \
BORING NUMBER P-4
DATE 10-2-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

DYNAMIC HAND CONE
PENETROMETER RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION PER BLOWS PER
(FT.) (FT.) INCREMENT 1 3/4"
0.0 0 10 20 40 60 100
0.2 Topsoil
Stiff Orange Brown Clayey Fine to Medium Sandy ML'
SILT
•
12-10-12
2.5
Stiff Orange Brown Fine to Medium Sandy SILT ML
3.5
Stiff Orange Tan SILT ML
13-13-15
7.0
•
Hand Auger Terminated at 7' 15-15
M
N
0
H
0
H
LI
0
c�a
0)
N-
N-
0
M
N
Z
0I
Dry at time of boring
JOB NUMBER 123-0773-EA
BORING NUMBER P-5
DATE 10-2-23 % GcoTechnologies, Inc.
PAGE 1 OF 1

DYNAMIC HAND CONE
PENETROMETER RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION PER BLOWS PER
(FT.) (FT.) INCREMENT 1 3/4"
0.0 0 10 20 40 60 100
0.2 Topsoil
Stiff Red,Orange&Brown Silty CLAY CL
7/
•
9-9-10
3.5 /
Stiff Orange Brown Clayey SILT ML
•
10-15+
5.5
Stiff Red Brown SILT ML
7.0
•
Hand Auger Terminated at 7' 15-15+
M
N
0
H
0
H
LI
0
c�a
0)
N-
N-
0
M
N
Z
0I
Dry at time of boring
JOB NUMBER 123-0773-EA \
BORING NUMBER P-6
DATE 10-2-23 % GcoTechnologies, Inc.
PAGE 1 OF 1