HomeMy WebLinkAboutA - 25-17-ITB - Attachment D - Taxiway G Geotechnical Report
Page 1 of 9
Infrastructure Consulting & Engineering August 21, 2024
Hamed Jafarian, P.E.
5550 W. Idlewild Ave Suite 115
Tampa, FL 33634
Re: Sebastian Municipal Airport
Design Taxiway Golf “G”
City of Sebastian, Florida
KSM Project #: 2404623-b
Dear Mr. Jafarian:
As requested, KSM Engineering & Testing has performed a subsurface investigation at the
referenced site. Presentation of the data gathered during the investigation, together with our
geotechnical related opinions, are included in this report.
Scope of Work and Professional Service Agreement:
The scope of work and the agreement to perform a geotechnical exploration was provided by
KSM’s April 05, 2024, proposal to Infrastructure Consulting and Engineering. The agreement
was signed on June 12, 2024, and was returned to KSM thereafter.
Site Description:
Location & Physiography – The project site was located in Sebastian, Florida, at the Sebastian
Municipal Airport. At the time of the investigation, the project area consisted of an existing
asphalt taxiway G. It is our understanding that a portion of this area was used as a haul road
for construction activities elsewhere on airport grounds.
NCRS Surficial Soil Information:
Based on KSM’s review of the USDA soils survey, NCRS indicates that the following USDA
soil mapping units were identified within the limits of the project.
• 4 : Immokalee fine Sand – The typical profile of this soil reportedly consists of layers of
fine sand that extend to a depth of about 6.5 feet, underlain by a layer of loamy fine sand
to a depth of approximately 7 feet. The upper 2 feet contain from many to common of
fine and medium roots. In its natural state, the seasonal high ground water table is
approximately 6 to 18 inches below grade.
Sebastian Municipal Airport
City of Sebastian, Florida
KSM Project #: 2404623-b
Page 2 of 9
• 5: Myakka-Myakka, wet fine sands, 0 to 2 percent slopes – The typical profile of this soil
reportedly consists of layers of sand that extend to a depth of about 85 inches. Layer(s)
of organically coated sand particles are commonly encountered from 20 to 36 inches
below grade and can range in thickness from 2 to 52 inches. Some pedons have a layer
of muck less than 3 inches thick on the surface. The water table is at depths of less than
18 inches for 1 to 4 months duration in most years and recedes to depths of more than
40 inches during very dry seasons. Depressional areas are covered with standing water
for periods of 6 to 9 months or more in most years.
• 22: Urban Land, 0 to 2 percent slopes – This soil group consists of soils that have been
reworked and altered from their natural state. Urban land should be considered variable
over short distances.
Project Description:
The following information is based, in part, on our review of the Geotech Exhibit, which was
provided to KSM by Infrastructure Consulting and Engineering. If this document has been
superseded, or if any changes have been made to this plan sheet, please contact KSM to
submit the current plan sheets, so we can make any adjustments and revise this report, if and
as necessary.
Pavements – The site development will include the rehabilitation (repaving) of taxiway G.
Grading – The provided documents did not include existing or proposed grading plan
information. For purposes of this evaluation, KSM has assumed that the proposed elevations
for the pavement covered areas will lie at the existing land surface.
The scope of our study consisted of the following tasks:
1. Performed pavement cores and soil borings within the approximate limits of
construction. The specific test locations were marked by the client prior to the
investigation.
2. Measured the depth to the surface of the groundwater body at each boring.
3. Reviewed the soil samples and field soil boring logs in our laboratory and assigned
analytical laboratory testing to select samples.
4. Performed assigned analytical laboratory testing.
5. Evaluated the discovered subsurface conditions with respect to the proposed project
and prepared opinions regarding pavement subgrade suitability, pavement design
considerations, site preparation recommendations and tested subgrade soil parameters.
6. Prepared this report to document our findings.
Sebastian Municipal Airport
City of Sebastian, Florida
KSM Project #: 2404623-b
Page 3 of 9
Site Investigation:
Subsurface Testing – KSM’s site investigation program consisted of performing the following
exploration operations and field tests:
• Five (5) pavement cores, denoted as C, with subsurface profiles were performed to an
approximate depth of 2 feet below existing grade. A hand auger was used to advance
the boreholes and collect soil samples in these locations.
• Four (4) Standard Penetration Test (SPT) borings, denoted as B, were performed to an
approximate depth of 15 feet below the existing pavement surface. At each location a
pavement core was performed.
• At the locations of B-1, B-2 and B-4, a Dynamic Cone Penetrometer (DCP) sounding,
denoted as DCP, was performed to approximate depths of 10 inches below the bottom
of asphalt.
Soil Classification – The field soil boring logs and recovered soil samples were transported to
KSM’s office from the project site. Following the completion of the field exploration activities,
visual and tactile examination of the soil samples was performed under the supervision of a
geotechnical engineer to identify the engineering classification of the soil samples that were
obtained in the field exploration. The visual classification of the samples was performed in
general accordance with the current United Soil Classification System (ASTM D 2487).
SPT Borings – The SPT boring profiles contain “N” values. These “N” values represent the
number of hammer blows required to advance the split spoon sampler 12 inches. The “N”
values have been empirically correlated with various soil properties and are indicative of the
relative density of the soils. The “N” values were obtained by means of an automatic hammer.
The following table presents relative densities of cohesionless/granular soils and their
corresponding ranges of SPT data.
SPT “N” Value Interpretation
Relative Density Automatic Hammer
Very Loose 0 – 3
Loose 3 – 8
Medium Dense 8 – 24
Dense 24 – 40
Very Dense >40
Dynamic Cone Penetrometer Testing - The DCP soundings were completed in general
accordance with procedures described in ASTM D6951 and related to the California Bearing
Ratio (CBR) using the methods described in ASTM D6951.
Sebastian Municipal Airport
City of Sebastian, Florida
KSM Project #: 2404623-b
Page 4 of 9
Pavement Cores – The cores were completed in general accordance with applicable industry
standards, to obtain samples of the existing asphalt pavement. Following the coring operations,
a HA boring was advanced to a depth of 2 feet below top of pavement to retrieve samples of
the subgrade layer(s).
The records of the soils encountered, the penetration resistances, DCP Soundings, and
groundwater levels are documented on the attached appendices.
Analytical Laboratory Testing:
Natural Moisture Content – Testing was performed in general accordance with procedures
described in ASTM D 2216.
Soil Gradation – Testing was performed in general accordance with procedures described in
ASTM C 137.
Atterberg Limits Tests – Testing was performed in general accordance with procedures
described in ASTM D 4318.
The results of the performed laboratory tests can be found in “Appendix D Analytical Laboratory
Testing”.
Engineering Evaluation and Conclusions
Seasonal Groundwater Table:
Groundwater Surface Depths – Following the completion of each soil boring, the groundwater
contained in the borehole was allowed to attain an equilibrium level, and the approximate depth
to the surface of the groundwater was measured from existing ground surface. The measured
depth was recorded in the field log. The depth to the surface of the groundwater was
encountered at approximate depths ranging from 3.1 to 4.0 feet below bottom of pavement.
It should be noted that fluctuations of the groundwater table will occur between and away from
our boring locations as well as due to seasonal variations in the amount of rainfall, runoff, and
other factors not evident at the time the borings were performed. Therefore, groundwater levels
during construction or at other times in the future may be higher or lower than the levels
indicated on the boring logs.
Seasonal Groundwater Fluctuation – Our estimated normal seasonal groundwater levels are
based on the USDA Soil Survey, the encountered soil types within the boring profiles, and the
observed groundwater levels at the time of our exploration. Our estimates do not represent the
temporary rise in the water table that occurs immediately following a storm event. The following
table delineates the observed groundwater surface depths, together with the estimated normal
wet season and normal dry season water table depths (feet) below existing grade (top of
pavement) for the test location.
Sebastian Municipal Airport
City of Sebastian, Florida
KSM Project #: 2404623-b
Page 5 of 9
Water Table Observations
Test Location
(See Location Plan)
Depth (feet) Below Grade (top of pavement)
Observed Water
Table
Estimated Normal
Wet Season Water
Table
Estimated Normal
Dry Season Water
Table
B-1 3.1’ Below Grade 2.5’ Below Grade 5.5’ Below Grade
B-2 3.1’ Below Grade 2.5’ Below Grade 5.5’ Below Grade
B-3 3.2’ Below Grade 2.5’ Below Grade 5.5’ Below Grade
B-4 4.0’ Below Grade 2.5’ Below Grade 5.5’ Below Grade
SPT Locations:
General Subsurface Soil Classification Summary – The following table outlines the general
subsurface conditions (below asphalt and base material layers) that were encountered at the
SPT locations during our investigation. Refer to the boring logs and location map for specific
information regarding our interpretation of the field boring logs.
Generalized Soil Profile
*Approximate
Depth (Feet) Discovered Subsurface Conditions
0 to 4 Medium dense slightly silty sand. Traces of roots were encountered
in B-3.
4 to 15 Loose sand.
*Below Asphalt and Base Layers
Core Locations:
Pavement Cores – As requested, cores were drilled at the approximate locations indicated by
the client. Please refer to Appendix A for the approximate core locations. Descriptions and
thicknesses for the asphalt, base and subgrade materials are indicated in Appendix C
Pavement Core Logs and Photos.
The cores revealed, generally, an asphalt layer thickness ranging from approximately 1.0” to
3.0”. The asphalt profile for each core varied in total thickness, number of asphalt/material
layers, layer thicknesses, apparent asphalt types and composition. KSM notes the locations of
cores C-2 and C-5, coring was not performed due to there not being asphalt. KSM notes full
depth cracks were found in the cores C-3, DCP-1, DCP-2 and DCP-3. Evaluating the condition
of the pavement was not within the scope of our investigation.
Underlying the asphalt generally was slightly silty sand with the exception of C-1 which a 6-
inch-thick layer of cemented coquina was encountered. Underlying the cemented coquina was
generally slightly silty sand
Sebastian Municipal Airport
City of Sebastian, Florida
KSM Project #: 2404623-b
Page 6 of 9
DCP Locations:
Estimated CBR: In-situ and Laboratory Testing Results – As requested, KSM performed DCP
soundings to estimate the in-situ CBR of the subbase material below the existing taxiway
pavement. Appendix B contains our test results. The following table presents the estimated
CBR test locations.
Estimated CBR
Test Location Soil Description In-Situ CBR
DCP-1 Light brown slightly silty sand 20
DCP-2 Light brown slightly silty sand 20
DCP-3 Light brown slightly silty sand 20
Proposed Flexible Pavement:
Pavement Core Observations – KSM observed areas of the existing pavement which appeared
to show signs indicative of asphalt failure (alligator cracking, block cracking, ect). Performing
pavement evaluation study was not within our scope of work. It is KSM’s opinion that the
existing asphalt and base material should not be re-used for the proposed pavement section.
KSM believes that the discovered slightly silty sand underlying the pavement section could be
used as a suitable subbase.
Pavement Section Design Recommendations – Based on our evaluation the discovered
subsurface conditions appear to be suitable to support a pavement section provided that the
pavement section is property designed and that the subgrade is properly prepared for
construction. The following information is a general overview for pavement design
considerations and site preparation for a pavement and may not be inclusive of all final design
features or specifications:
Pavement Design Considerations –
• A comprehensive pavement design is not within our area of expertise and therefore we
recommend that the proposed pavement section is designed for the anticipated loads
and frequencies and the desired life-cycle by an appropriate professional. Actual
pavement section thickness should be provided by the Engineer of Record based on
traffic loads and weights, volumes and the owners design life requirements.
• A minimum of 18 inches of separation should be maintained between the bottom of the
base and the normal wet season groundwater table. Based on our evaluation this
appears achievable provided the site’s grades are not significantly lowered.
• Pavement surfaces should be sloped and designed to allow adequate drainage of
surface water. Failure to achieve proper drainage may lead to saturation of the
pavement subgrade and subsequent deterioration of the pavement. The implementation
of periodic maintenance should slow the rate of deterioration over time.
Sebastian Municipal Airport
City of Sebastian, Florida
KSM Project #: 2404623-b
Page 7 of 9
Site Preparation: KSM strongly recommends that the site preparation efforts should be
monitored under the direction of the KSM Geotechnical Engineer or their representative.
1. Existing Pavement and Base Removal and Clearing and Grubbing – The proposed
construction area, plus a minimum margin of five feet beyond the proposed limit of
construction, where possible, should initially be prepared by removing the existing
asphalt pavement and base as well as any organic materials including roots and
surface vegetation. Encountered stumps and root systems should be completely
removed. Stump grinding as a method for stump removal is not recommended.
2. Subgrade Proof-roll and Compaction – The exposed surface should be graded level,
moisture conditioned, and proofrolled. Sufficient passes of the roller should be made
to produce an in-place dry density that equals or exceeds 98 percent of the modified
Proctor (ASTM D 1557) maximum dry density. maximum dry density to a depth of 2 feet
below the exposed surface. Testing should be done to confirm that the specified level
of compaction has been achieved. Areas that deflect or yield during proof-rolling
operations should be delineated and reviewed by the Geotechnical Engineer or their
representative. In addition, excessively wet or dry material should either be removed,
remediated, or moisture conditioned and recompacted.
3. Grading – Upon completion of the compaction operation, the exposed surface should
be filled to produce the desired line and grades. Structural fill containing less than 10%
material that passes through the U.S. Standard No. 200 sieve that is cohesionless and
free of debris and organic material should be placed in level lifts not more than 12-
inches in loose thickness, moisture conditioned, and compacted to attain an in-place
dry density that equals or exceeds 98 percent of the modified Proctor (ASTM D 1557)
maximum dry density. Testing should be done to confirm that the specified level of
compaction has been achieved.
Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until
approved by the KSM Geotechnical Engineer, or their representative, prior to placement
of additional lifts.
4. Fine Grading and Subgrade Preparation for Pavement Section Installation –
Immediately prior to the installation of the pavement section, the prepared surface
created above shall be fine graded, moisture conditioned, and re-compacted to attain
an in-place dry density that equals or exceeds 98 percent of the modified Proctor (ASTM
D 1557) maximum dry density to a depth of 12-inches below the prepared surface.
Compaction Testing – It is KSM’s recommendation that compaction tests be conducted prior
to placement of any fill, base, or asphalt. The subgrade and each lift of fill should be tested for
compaction at a frequency of no less than one test per 10,000 sf of pavement area, per lift,
with a minimum of 4 tests in each area prepared. The placement and frequency of testing can
be modified at the discretion of the site contractor and the onsite soils technician based on the
requirements of the project as stated by the Engineer of Record. In-place density of the
compacted soil can be measured using an ASTM approved method to determine percent
compaction.
Sebastian Municipal Airport
City of Sebastian, Florida
KSM Project #: 2404623-b
Page 8 of 9
Earthwork Specifications:
Temporary Dewatering – Given the recorded depths to the groundwater surface and the
estimated seasonal high groundwater level, together with the expected scope of earthwork
operations temporary dewatering may be a necessary part of the earthwork operations. In the
event that the installation of components requires that compaction operations be performed
within 2 feet of the prevailing groundwater levels, temporary dewatering may become
necessary. The actual method of dewatering should be determined by the contractor. KSM
recommends drawing down the water table to a level that is not less than 2 feet below the
exposed bottom of excavations to avoid compaction related issues.
Compaction Equipment – KSM recommends using heavy vibratory equipment on this site with
caution, due to the proximity of the neighboring structures and the potential that ground
vibrations created by the compaction machinery might be transmitted and cause damage to
the nearby structures. In the event that the operations are found to transmit such harmful
vibrations, KSM recommends that non-vibratory compaction methods be substituted to execute
the recommended earthwork procedures delineated above.
Closure:
Based upon our subsurface investigation at the above-mentioned project location, the reliance
of the recommendations presented within this signed and sealed report is predicated on KSM
representative’s involvement to confirm the estimated CBR parameters and to verify that the
soils been prepared following the indicated recommendations. All design professionals utilizing
this report are responsible for confirming the accuracy of the project information and
assumptions stated in our report and that the soil parameters presented are adequate for the
design of the proposed project. If additional parameters are required, KSM is to be notified so
that our recommendations can be amended as required.
Standard of Care – This report has been prepared in accordance with generally accepted soil
and engineering practices and is based on our evaluation of our geotechnical investigation and
our stated understanding and assumptions of the proposed project. The procedural standards
noted in this report are in reference to methodology in general. In some cases, variations to
methods were applied because of local practice or professional judgement. No warranties,
either expressed or implied, are intended or made. This report does not reflect any variations
which may occur between the borings. If variations appear evident during the course of
construction, it would be necessary to re-evaluate the recommendations of this project.
Limitations – Environmental conditions, wetland delineation, karst activity, water quality, and
municipal requirements are not a part of this report.
KSM Engineering and Testing should be retained to perform and/or monitor Construction
Testing services. If Client elects to not have KSM provide Construction Testing services, the
Client shall indemnify and hold KSM and its consultants harmless from and against damages,
losses, and judgments arising from claims by Client or any third parties.
Sebastian Municipal Airport
City of Sebastian, Florida
KSM Project #: 2404623-b
Page 9 of 9
We are pleased to have been of assistance to you in this phase of your project. When we may
be of further service to you or should you have any questions, please feel free to contact the
office.
Respectfully,
Cody C. Clawson, P.E. Maitland D. Melnyk, P.E.
Senior Geotechnical Engineer Geotechnical Engineer
Florida Lic. No. 91598 Florida Lic. No. 99073
CCC/cv/MDM
Email to: hamed.jafarian@ice-eng.com
APPENDIX A: APPROXIMATE TEST LOCATIONS AND USDA SOIL SURVEY
USDA SOILS SURVEY
22—Urban land, 0 to 2 percent slopes
5—Myakka-Myakka, wet, fine sands, 0 to 2 percent slopes
4—Immokalee fine sand
NOT TO SCALE
20240820
2404623-soils
PROJECT:
DATE:
SCALE:
SHEET OF DRAWN BY:
PROJECT #:
C.V.1
Sebastian Municipal Airport, Design Taxiway Golf "G", City of Sebastian, Florida
PERMIT #:
1
N/A
NOT TO SCALE
20240806
2404623-b
PROJECT:
DATE:
SCALE:
SHEET OF DRAWN BY:
PROJECT #:
C.V.1
Sebastian Municipal Airport, Design Taxiway Golf "G", City of Sebastian, Florida
PERMIT #:
1
APPROXIMATE LOCATION OF SOIL TESTING
N/A
C-1
B-3B-1, DCP-1C-2 C-3 C-5
C-4B-2, DCP-2
B-4, DCP-3
APPENDIX B: BORING & SOUNDING LOGS
Light Brown Slightly Silty Sand
Brown Slightly Silty Sand
Light Brown Sand
Bottom of borehole at 15.0 feet.
SS
SS
SS
SS
SS
SS
3-4-4
(8)
8-8-7
(15)
2-2-3
(5)
3-2-3
(5)
3-3-4
(7)
3-3-4
(7)
NOTES See Attached Location Plan
LOGGED BY NV/DP/OR
DRILLING METHOD SPT Automatic Hammer
DRILLING CONTRACTOR GROUND WATER LEVELS:
DATE STARTED 7/25/24 COMPLETED 7/25/24
AT TIME OF DRILLING 3.1 ft
GROUND ELEVATION
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
T
H
(f
t
)
0
5
10
15
GR
A
P
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C
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MATERIAL DESCRIPTION
SA
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(R
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(N
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DR
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(p
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SPT N VALUE
20 40 60 80
PE
N
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PAGE 1 OF 1
BORING NUMBER B-1
CLIENT Infrastructure Consulting & Engineering
PROJECT NUMBER 2404623-b
PROJECT NAME Sebastian Municipal Airport, Design Taxiway Golf "G"
PROJECT LOCATION City of Sebastian, Florida
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KSM Engineering & Testing
P.O. Box 78-1377
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
KSM
Light Brown Slightly Silty Sand
Brown Slightly Silty Sand
Light Brown Sand
Bottom of borehole at 15.0 feet.
SS
SS
SS
SS
SS
SS
3-4-4
(8)
5-6-6
(12)
2-2-2
(4)
2-2-2
(4)
2-3-3
(6)
3-3-4
(7)
NOTES See Attached Location Plan
LOGGED BY NV/DP/OR
DRILLING METHOD SPT Automatic Hammer
DRILLING CONTRACTOR GROUND WATER LEVELS:
DATE STARTED 7/25/24 COMPLETED 7/25/24
AT TIME OF DRILLING 3.1 ft
GROUND ELEVATION
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
T
H
(f
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)
0
5
10
15
GR
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MATERIAL DESCRIPTION
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(p
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SPT N VALUE
20 40 60 80
PE
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PAGE 1 OF 1
BORING NUMBER B-2
CLIENT Infrastructure Consulting & Engineering
PROJECT NUMBER 2404623-b
PROJECT NAME Sebastian Municipal Airport, Design Taxiway Golf "G"
PROJECT LOCATION City of Sebastian, Florida
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KSM Engineering & Testing
P.O. Box 78-1377
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
KSM
Brown Slightly Silty Sand
Dark Brown Slightly Silty Sand with Traces of Roots
Light Brown Sand
Bottom of borehole at 15.0 feet.
SS
SS
SS
SS
SS
SS
4-5-5
(10)
5-6-7
(13)
2-2-2
(4)
2-2-3
(5)
2-2-2
(4)
2-2-2
(4)
NOTES See Attached Location Plan
LOGGED BY NV/OR
DRILLING METHOD SPT Automatic Hammer
DRILLING CONTRACTOR GROUND WATER LEVELS:
DATE STARTED 7/26/24 COMPLETED 7/26/24
AT TIME OF DRILLING 3.2 ft
GROUND ELEVATION
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
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(f
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)
0
5
10
15
GR
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MATERIAL DESCRIPTION
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(p
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SPT N VALUE
20 40 60 80
PE
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PAGE 1 OF 1
BORING NUMBER B-3
CLIENT Infrastructure Consulting & Engineering
PROJECT NUMBER 2404623-b
PROJECT NAME Sebastian Municipal Airport, Design Taxiway Golf "G"
PROJECT LOCATION City of Sebastian, Florida
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2
4
0
4
6
2
3
\
S
O
I
L
I
N
V
E
S
T
I
G
A
T
I
O
N
\
2
4
0
4
6
2
3
-
B
.
G
P
J
KSM Engineering & Testing
P.O. Box 78-1377
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
KSM
Light Brown Slightly Silty Sand
Dark Brown Slightly Silty Sand
Light Brown Sand
Bottom of borehole at 15.0 feet.
SS
SS
SS
SS
SS
SS
2-4-7
(11)
8-11-7
(18)
3-2-2
(4)
2-2-2
(4)
2-2-3
(5)
3-3-3
(6)
NOTES See Attached Location Plan
LOGGED BY NV/DP/OR
DRILLING METHOD SPT Automatic Hammer
DRILLING CONTRACTOR GROUND WATER LEVELS:
DATE STARTED 7/25/24 COMPLETED 7/25/24
AT TIME OF DRILLING 4.0 ft
GROUND ELEVATION
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
T
H
(f
t
)
0
5
10
15
GR
A
P
H
I
C
LO
G
MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
RE
C
O
V
E
R
Y
%
(R
Q
D
)
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SPT N VALUE
20 40 60 80
PE
N
E
T
R
O
M
E
T
E
R
PAGE 1 OF 1
BORING NUMBER B-4
CLIENT Infrastructure Consulting & Engineering
PROJECT NUMBER 2404623-b
PROJECT NAME Sebastian Municipal Airport, Design Taxiway Golf "G"
PROJECT LOCATION City of Sebastian, Florida
GE
O
T
E
C
H
B
H
P
L
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S
-
D
A
T
A
T
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M
P
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F
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T
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S
T
I
N
G
.
G
D
T
-
8
/
2
0
/
2
4
1
3
:
5
5
-
K
:
\
K
S
M
F
I
L
E
S
\
2
4
D
O
C
S
(
K
S
M
-
S
E
R
V
E
R
)
\
2
4
0
4
6
2
3
\
S
O
I
L
I
N
V
E
S
T
I
G
A
T
I
O
N
\
2
4
0
4
6
2
3
-
B
.
G
P
J
KSM Engineering & Testing
P.O. Box 78-1377
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
KSM
DCP-1 DCP-2 DCP-3
Number
of
Blows
Vertical
Scale
Reading
(mm)
Number
of
Blows
Vertical
Scale
Reading
(mm)
Number
of
Blows
Vertical
Scale
Reading
(mm)
- 370 - 355 - 395
2 395 1 380 2 420
2 420 2 405 2 445
2 445 2 430 3 470
2 470 2 455 2 495
3 495 3 480 2 520
3 520 3 505 3 545
3 545 3 530 3 570
3 570 3 555 3 595
3 595 4 580 3 620
3 620 4 605 4 645
APPENDIX C: CORE LOGS AND PHOTOS
Pavement Core C-1
Thickness Material
2” Asphalt
6” Cemented Coquina Rock
8” Dark Gray Sand
To 24” Gray Sand
Pavement Core C-2
Thickness Material
0” Asphalt
6” Gray Sand with Silt and Traces of Shell Fragments
8” Dark Gray Sand
To 24” Gray Sand
Pavement Core C-3
Thickness Material
1” Asphalt (full depth cracking observed)
8” Light Brown Sand with Shell Fragments
To 24” Gray Sand
Pavement Core C-4
Thickness Material
3” Asphalt
6” Gray Slightly Silty Sand
To 24” Gray Sand
Pavement Core C-5
Thickness Material
0” Asphalt
6” Sand with Traces of Shell Fragments
To 24” Gray Sand
Pavement Core DCP-1
Thickness Material
1” Asphalt (full depth cracking observed)
8” Gray Slightly Silty Sand
Pavement Core DCP-2
Thickness Material
1” Asphalt (full depth cracking observed)
8” Gray Slightly Silty Sand
Pavement Core B-3
Thickness Material
1” Asphalt
Pavement Core DCP-3
Thickness Material
1.5” Asphalt (full depth cracking observed)
6” Slightly Silty Sand
Notes:
No asphalt was encountered at core locations C-2 and C-5. No photographs shown.
APPENDIX D: ANALYTICAL LABORATORY TEST RESULTS
Analytical Laboratory Testing Results
Boring
Approximate
Sample
Depth (ft)
Moisture
%
Soil Gradations
Percent
Passing
½”
Percent
Passing
no. 4
Percent
Passing
no. 16
Percent
Passing
no. 50
Percent
Passing
no. 200
Cu Cc
C-1 1.5-2.0 -* - - - - 3 - -
C-2 0-0.5 -* - - - - 6 - -
C-4 0-0.5 -* - - - - 7 - -
B-1 0-2 10 100 98 95 23 9 3.10 1.07
B-2 0-2 10 100 96 92 75 10 3.32 1.05
B-4** 0-2 7 100 96 92 74 12 3.68 1.19
B-4 6-8 23 - - - - 5 - -
*Natural moisture content testing was not performed on these soil samples due to water
introduced during the coring process.
**Samples tested to be non-plastic