2325 Beachcomber. PPI22-0001 Soil Boring Report.4.12.22L E G A C Y
ENGINEERING, INC
Geotechnical & Materials Engineering and Testing
Consulting Engineering Services
The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939
REPORT OF GEOTECHNICAL EXPLORATION
LOT 73 BEACHCOMBER TRAIL
ATLANTIC BEACH, FLORIDA
LEGACY PROJECT NO. 21-1043.1
Prepared for:
Ms. Dana Buchaca
1809 1st Street North, Unit 502
Jacksonville Beach, Florida 32250
Prepared by:
Legacy Engineering, Inc.
6424 Beach Boulevard
Jacksonville, Florida 32216
Phone: 904.721.1100
www.legacyengineering.com
February 24, 2021
2325 BEACHCOMBER TRPPI22-0001
L E G A C Y
ENGINEERING, INC
Geotechnical & Materials Engineering and Testing
Consulting Engineering Services
The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939
February 24, 2021
Ms. Dana Buchaca
1809 1st Street North, Unit 502
Jacksonville Beach, Florida 32250
Report of Geotechnical Exploration and Engineering Services
Lot 73 Beachcomber Trail
Atlantic Beach, Florida
Legacy Project No. 21-1043.1
Dear Ms. Buchaca:
As you have requested and authorized, Legacy Engineering, Inc. has completed a geotechnical
exploration for the subject project. The exploration was performed to evaluate the general
subsurface conditions within the area of the proposed house structure, and to provide guidelines
to facilitate foundation support and earthwork preparation.
We appreciate this opportunity to be of service as your geotechnical consultant on this phase of
the project. If you have any questions, or if we may be of any further service, please contact us.
Sincerely:
Legacy Engineering, Inc.
Randall Davis John E. Ellis II, P.E.
Geotechnical Specialist Licensed, Florida No. 45202
L E G A C Y
ENGINEERING, INC
Geotechnical & Materials Engineering and Testing
Consulting Engineering Services
The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939
Lot 73 Beachcomber Trail
Table of Contents
1.0 PROJECT INFORMATION .............................................................................................1
1.1 SITE LOCATION AND DESCRIPTION ............................................................................................................... 1
1.2 PROJECT DESCRIPTION .................................................................................................................................. 1
2.0 FIELD EXPLORATION....................................................................................................1
3.0 LABORATORY INVESTIGATION ................................................................................1
4.0 GENERAL SUBSURFACE CONDITIONS ....................................................................1
4.1 GENERAL SOIL PROFILE ................................................................................................................................ 1
4.2 GROUNDWATER LEVEL ................................................................................................................................. 2
5.0 BUILDING AREA RECOMMENDATIONS ..................................................................2
5.1 GENERAL ...................................................................................................................................................... 2
5.2 BUILDING FOUNDATIONS .............................................................................................................................. 2
5.2.1 BEARING PRESSURE...................................................................................................................................... 2
5.2.2 FOUNDATION SIZE ........................................................................................................................................ 3
5.2.3 BEARING DEPTH ........................................................................................................................................... 3
5.2.4 BEARING MATERIAL ..................................................................................................................................... 3
5.2.5 SETTLEMENT ESTIMATES ............................................................................................................................. 3
5.3 SITE PREPARATION FOR SHALLOW FOUNDATIONS ........................................................................................ 4
6.0 LIMITATIONS ...................................................................................................................5
APPENDIX A ................................................................................................................................. I
FIELD EXPLORATION PLAN ....................................................................................................................................... I
GENERALIZED SOIL PROFILES .................................................................................................................................. I
TEST BORING RECORDS ............................................................................................................................................. I
APPENDIX B ............................................................................................................................... II
KEY TO SOIL CLASSIFICATION ................................................................................................................................. II
FIELD AND LABORATORY TEST PROCEDURES ...................................................................................................... II
L E G A C Y
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Consulting Engineering Services
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1.0 PROJECT INFORMATION
1.1 Site Location and Description
The site for the subject project is located at Lot 73 Beachcomber Trail in Atlantic Beach,
Florida. The subject site is occupied by grass vegetation with various scattered trees and
palms. Adjacent properties to the north and south are occupied by existing residential
structures. A pond bounds the site to the east. Based on visual observation, the site is
relatively level.
1.2 Project Description
Project information has been provided to us in discussions with you. Based on the
information provided to us, we understand the proposed project will consist of constructing
a residential structure at the subject site. Construction of the proposed home will likely
consist of concrete-masonry-units (CMU) and/or timber framing. We have not been
provided with detailed foundation loading information; therefore, we have assumed the
wall, column, and floor slab loads will not exceed 3.0 klf, 40.0 kips, and 40 psf,
respectively.
2.0 FIELD EXPLORATION
In order to explore the subsurface conditions within the area of the proposed house, three
Standard Penetration Test (SPT) borings (B1 through B3) were conducted to depths of 20
feet each below existing grade. The borings were located by measurement from existing
site features, and should be considered accurate to the degree implied by the method
utilized. The SPT borings were conducted in accordance with ASTM D 1586. The
subsurface conditions encountered at each boring location, and the recorded groundwater
levels, are presented on the Generalized Soil Profiles and Test Boring Records in Appendix
A.
3.0 LABORATORY INVESTIGATION
Soil samples recovered during the field exploration were visually classified in accordance
with ASTM D 2488. The results of the testing are presented on the Test Boring Records in
Appendix A.
4.0 GENERAL SUBSURFACE CONDITIONS
4.1 General Soil Profile
The boring locations and general subsurface conditions that were encountered are
graphically illustrated on the Field Exploration Plan and Generalized Soil Profiles. A
relatively detailed description of the encountered subsurface conditions is presented on the
Test Boring Records. When reviewing these records, it should be understood the soil
conditions may change significantly between the boring locations. The following
discussion summarizes the soil conditions encountered.
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In general, the borings encountered very loose to very dense fine sand (SP) throughout the
boring exploration depths of 20 feet. Topsoil was encountered at the boring locations
within the upper 4 inches.
4.2 Groundwater Level
The groundwater level was measured at the boring locations, subsequent to boring
completion, at depths varying between 2.0 and 2.3 feet below the existing ground surface.
The depth of the groundwater level encountered at each boring location is presented on the
Generalized Soil Profiles and the Test Boring Records. The groundwater table will
fluctuate depending on seasonal variations, adjacent construction, surface water runoff, etc.
Should rainfall intensity exceed normal quantities, or should other variables that affect the
groundwater level be altered, the groundwater profile at the site could change significantly.
5.0 BUILDING AREA RECOMMENDATIONS
5.1 General
The following recommendations are made based upon a review of the attached soil test
data, our understanding of the proposed construction, and experience with similar projects
and subsurface conditions. If the structural loads, construction locations, or grading
information change from those discussed previously, we request the opportunity to review
and possibly amend our recommendations with respect to those changes.
Please report to us any conditions encountered during construction that were not observed
during the performance of the borings. We will review, and provide additional evaluation,
as required.
As previously mentioned, the lot is still wooded within the area of the proposed home;
therefore, during tree removal and site clearing, the contractor should ensure that the root
system of the existing trees is removed in its entirety from within the limits of the home.
The void left in place during removal of root systems should be replaced with compacted
structural backfill as outlined in Section 5.3 of this report.
5.2 Building Foundations
Based on the results of the subsurface exploration, we consider the subsurface conditions at
the site favorable for support of the proposed structure when constructed on a properly
designed shallow foundation system. Provided the soils are prepared in accordance with
the Site Preparation Section of this report, the following parameters may be used for
foundation design.
5.2.1 Bearing Pressure
The maximum allowable net soil bearing pressure for shallow foundations should not
exceed 2,500 pounds per square foot (psf). Net bearing pressure is defined as the soil
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bearing pressure at the base of the foundation in excess of the natural overburden pressure.
The foundations should be designed based upon the maximum load that could be imposed
by all loading conditions.
5.2.2 Foundation Size
The minimum widths recommended for any isolated column footing and continuous wall
footings are 24 inches and 12 inches, respectively. Even though the maximum allowable
soil bearing pressure may not be achieved, these width recommendations should control the
size of the foundations.
5.2.3 Bearing Depth
The exterior foundations should bear at a depth of at least 12 inches below the exterior final
grades and the interior footings should bear at a depth of at least 12 inches below the finish
floor elevation to provide confinement to the bearing level soils. We recommend
stormwater and surface water be diverted away from the building exterior, both during and
after construction, to reduce the possibility of erosion adjacent to exterior footings.
5.2.4 Bearing Material
The foundations may bear on either the compacted suitable in-place natural soils or
compacted structural fill. The bearing level soils, after compaction, should exhibit
densities of at least 95 percent of the maximum dry density as determined by ASTM D
1557 (Modified Proctor), to the depth described subsequently in the Site Preparation
section of the report. In addition to compaction, the bearing soils must exhibit stability and
be free of “pumping” conditions.
5.2.5 Settlement Estimates
Post-construction settlement of the structure will be influenced by several interrelated
factors, such as (1) subsurface stratification and strength/compressibility characteristics of
the bearing soils; (2) footing size, bearing level, applied loads, and resulting bearing
pressures beneath the foundations; (3) site preparation and earthwork construction
techniques used by the contractor, and (4) external factors, including but not limited to
vibration from offsite sources and groundwater fluctuations beyond those normally
anticipated for the naturally-occurring site and soil conditions which are present.
Our settlement estimates for the structure are based upon the use of successful adherence to
the site preparation recommendations presented later in this report. Any deviation from
these recommendations could result in an increase in the estimated post-construction
settlement of the structure.
Due to the sandy nature of the surficial soils, following the compaction operations, we
expect a significant portion of settlement to be elastic in nature. This settlement is
expected to occur relatively quickly, upon application of the loads, during and immediately
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following construction. Using the recommended maximum bearing pressure, the presented
maximum structural loads, and the field test data which we have correlated to the strength
and compressibility characteristics of the subsurface soils, we estimate the total settlements
of the structure to be approximately one inch or less.
Differential settlement results from differences in applied bearing pressures and the
variations in the compressibility characteristics of the subsurface soils. Based on the
subsurface conditions as determined by the borings, it is anticipated that differential
settlements will be within tolerable limits.
5.3 Site Preparation for Shallow Foundations
We recommend the following site preparation guidelines for the proposed building area:
1. Implement temporary groundwater control measures, as required. The groundwater should
be maintained at least two feet below the depth of excavation required and two feet below
compacted surfaces. Temporary groundwater control measures should be the responsibility
of the contractor.
2. Strip the proposed construction limits of all grass, roots, topsoil, and other deleterious
materials from within, and extending at least 5 feet beyond, the perimeter of the proposed
structure. Expect initial clearing and grubbing to average depths of approximately 6 to 9
inches. Wooded areas will require clearing to deeper depths.
3. Compact the exposed surface using a drum roller (operated in static mode) or tracked
equipment. The upper two feet of soils below the exposed surface (after stripping and
grubbing) within the building area should be improved to achieve a minimum compaction
requirement of 95% of the Modified Proctor Test (ASTM D 1557). We recommend the
compacted soils exhibit moisture contents within 2 percent of the optimum moisture
content as determined by the Modified Proctor Test (ASTM D 1557).
Should the soils experience pumping and soil strength loss during the compaction
operations, compaction work should be immediately terminated and (1) the disturbed soils
removed and backfilled with dry structural fill soils which are then compacted, or (2) the
excess moisture content within the disturbed soils allowed to dissipate before
recompacting.
4. Test the compacted surface for density at a minimum of one location per 2,500 square feet
of the proposed building area (minimum of three locations).
5. Place structural fill in loose lifts not exceeding a thickness of 8 inches if using tracked
equipment or 12 inches if using a drum roller and compact until finished subgrade is
achieved. Structural fill and backfill is typically defined as non-plastic, inorganic, granular
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soil having less than 10 percent material passing the No. 200 mesh sieve and containing
less than 4 percent organic material. Typically, the material should exhibit moisture
contents within 2 percent of the Modified Proctor optimum moisture content (ASTM D
1557) during the compaction operations. Compaction should continue until densities of at
least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557) have been
achieved within each foot of the compacted structural fill.
6. Perform density tests within each lift of fill at a minimum of one location per 2,500 square
feet of the proposed building area (minimum of three locations).
7. Excavate, compact and test footing excavations for density to a depth of one foot below
bearing level. We recommend that you test one out of every four column footings and
perform one test per every 100 linear feet of wall footing. Compaction operations in
confined areas, such as footing excavations, can best be performed with a lightweight
vibratory sled or other hand-held compaction equipment.
6.0 LIMITATIONS
We have conducted the geotechnical engineering in accordance with principles and
practices normally accepted in the geotechnical engineering profession. Our analysis and
recommendations are dependent on the information provided to us. Legacy Engineering,
Inc. is not responsible for independent conclusions or interpretations based on the
information presented in this report.
L E G A C Y
ENGINEERING, INC
Geotechnical & Materials Engineering and Testing
21-1043 i February 24, 2021
Consulting Engineering Services
The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939
Lot 73 Beachcomber Trail
APPENDIX A
FIELD EXPLORATION PLAN
GENERALIZED SOIL PROFILES
TEST BORING RECORDS
Reference
Plan Created Using Google Earth
Date: 02/24/2021 Proj. No.: 21-1043 Figure 1
Approximate Boring Locations
Geotechnical & Materials Engineering & Testing
Field Exploration Plan
Lot 73 Beachcomber Trail
Atlantic Beach, Florida
L E G A C Y
Engineering, Inc.
FIELD EXPLORATION PLAN
B2
B1
B3
B1
N =3
N =13
N =15
N =45
N =53
N =30
N =27
1 12 2
3 67 7
3 78 14
11 1926 29
17 2627
12 1515
7 1116
B2
N =3
N =12
N =21
N =55
N =51
N =38
N =39
1 21 1
2 57 6
3 714 18
12 1837 50
12 2328
12 1820
10 1821
B3
N =1-12"
N =4
N =19
N =31
N =38
N =36
N =48
1-12"
2 1
2 13 5
5 712 14
10 1417 19
12 1523
12 1719
12 2127
0
4
8
12
16
20
24Depth in Feet0
4
8
12
16
20
24 Depth in FeetStrata symbols
Topsoil
Fine SAND (SP)
Ground Water Depth
Legacy Engineering, Inc.
GENERALIZED SOIL PROFILEHORIZONTALDRAWN BY/APPROVED BY DATE DRAWNSCALE:VERTICAL 2/24/2021SCALE:1"=4'JEEII/JEEII
Lot 73 Beachcomber Trail
Atlantic Beach, Florida
PROJECT NO. 21-1043 FIGURE NUMBER 2
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
Topsoil (4 inches)
Very Loose Dark Gray Brown Fine SAND (SP)
Firm Light Gray Brown Fine SAND (SP)
Firm Light Gray Brown and Brown Mottled Fine
SAND (SP)
Dense to Very Dense Gray Fine SAND (SP)
Very Firm Gray Fine SAND with Trace ShellFragments (SP)
1
2
3
4
5
6
1
1
2
2
3
6
7
7
3
7
8
14
11
19
26
29
17
26
27
12
15
15
3
13
15
45
53
30
L E G A C Y TEST BORING RECORD JOB NO.21-1043
ENGINEERING, INC.
Geotechnical & Materials Engineering and Testing BORING NO.B1
Project Lot 73 Beachcomber Trail Sheet 1 of
Boring Location See Field Exploration Plan Boring Begun 02/18/2021
Ground Elevation N/A Datum N/A Boring Completed 02/18/2021
Groundwater Depth 2.0 feet Driller Christian R.
Length of Casing Set 5 feet Casing Size 4 inches Engineer John E Ellis II
REMARKS:BORING & SAMPLING: ASTM D1586/CORE DRILLING: ASTM D2113
BLOW COUNT IS THE NUMBER OF BLOWS OF 140 LB. HAMMERGround Water Table FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT.
ELEV.(FT)DEPTH(FT)MATERIAL DESCRIPTION SOILSYMBOLSAMPLENO.BLOWS / 6-INCH
STANDARD PENETRATION TEST
BLOWCOUNT
2
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
Very Firm Gray Fine SAND with Trace Shell
Fragments (SP), Continued
Boring Terminated at 20 Feet
7
7
11
16
27
L E G A C Y TEST BORING RECORD JOB NO.21-1043
ENGINEERING, INC.
Geotechnical & Materials Engineering and Testing BORING NO.B1
Project Lot 73 Beachcomber Trail Sheet 2 of
ELEV.(FT)DEPTH(FT)MATERIAL DESCRIPTION SOILSYMBOLSAMPLENO.BLOWS / 6-INCH
STANDARD PENETRATION TEST
BLOWCOUNT
2
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
Topsoil (4 inches)
Very Loose to Firm Dark Gray Brown Fine SAND (SP)
Firm Gray Fine SAND with Trace Roots (SP)
Very Firm Gray Fine SAND (SP)
Very Dense Gray Fine SAND with Trace ShellFragments (SP)
Very Dense Gray Fine SAND (SP)
Dense Gray Fine SAND with Trace ShellFragments (SP)
1
2
3
4
5
6
1
2
1
1
2
5
7
6
3
7
14
18
12
18
37
50
12
23
28
12
18
20
3
12
21
55
51
38
L E G A C Y TEST BORING RECORD JOB NO.21-1043
ENGINEERING, INC.
Geotechnical & Materials Engineering and Testing BORING NO.B2
Project Lot 73 Beachcomber Trail Sheet 1 of
Boring Location See Field Exploration Plan Boring Begun 02/18/2021
Ground Elevation N/A Datum N/A Boring Completed 02/18/2021
Groundwater Depth 2.0 feet Driller Christian R.
Length of Casing Set 5 feet Casing Size 4 inches Engineer John E Ellis II
REMARKS:BORING & SAMPLING: ASTM D1586/CORE DRILLING: ASTM D2113
BLOW COUNT IS THE NUMBER OF BLOWS OF 140 LB. HAMMERGround Water Table FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT.
ELEV.(FT)DEPTH(FT)MATERIAL DESCRIPTION SOILSYMBOLSAMPLENO.BLOWS / 6-INCH
STANDARD PENETRATION TEST
BLOWCOUNT
2
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
Dense Gray Fine SAND with Trace Shell
Fragments (SP), Continued
Dense Gray Brown Fine SAND with Trace ShellFragments (SP)
Boring Terminated at 20 Feet
7
10
18
21
39
L E G A C Y TEST BORING RECORD JOB NO.21-1043
ENGINEERING, INC.
Geotechnical & Materials Engineering and Testing BORING NO.B2
Project Lot 73 Beachcomber Trail Sheet 2 of
ELEV.(FT)DEPTH(FT)MATERIAL DESCRIPTION SOILSYMBOLSAMPLENO.BLOWS / 6-INCH
STANDARD PENETRATION TEST
BLOWCOUNT
2
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
Topsoil (4 inches)
Very Loose Gray Brown Fine SAND (SP)
Very Loose Light Brown Fine SAND with Trace
Roots (SP)
Firm to Dense Gray Brown Fine SAND (SP)
Dense Gray Fine SAND (SP)
Dense Gray Fine SAND with Trace ShellFragments (SP)
1
2
3
4
5
6
1-12"
2
1
2
1
3
5
5
7
12
14
10
14
17
19
12
15
23
12
17
19
1-12"
4
19
31
38
36
L E G A C Y TEST BORING RECORD JOB NO.21-1043
ENGINEERING, INC.
Geotechnical & Materials Engineering and Testing BORING NO.B3
Project Lot 73 Beachcomber Trail Sheet 1 of
Boring Location See Field Exploration Plan Boring Begun 02/18/2021
Ground Elevation N/A Datum N/A Boring Completed 02/18/2021
Groundwater Depth 2.3 feet Driller Christian R.
Length of Casing Set 5 feet Casing Size 4 inches Engineer John E Ellis II
REMARKS:BORING & SAMPLING: ASTM D1586/CORE DRILLING: ASTM D2113
BLOW COUNT IS THE NUMBER OF BLOWS OF 140 LB. HAMMERGround Water Table FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT.
ELEV.(FT)DEPTH(FT)MATERIAL DESCRIPTION SOILSYMBOLSAMPLENO.BLOWS / 6-INCH
STANDARD PENETRATION TEST
BLOWCOUNT
2
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
Dense Gray Fine SAND with Trace Shell
Fragments (SP), Continued
Boring Terminated at 20 Feet
7
12
21
27
48
L E G A C Y TEST BORING RECORD JOB NO.21-1043
ENGINEERING, INC.
Geotechnical & Materials Engineering and Testing BORING NO.B3
Project Lot 73 Beachcomber Trail Sheet 2 of
ELEV.(FT)DEPTH(FT)MATERIAL DESCRIPTION SOILSYMBOLSAMPLENO.BLOWS / 6-INCH
STANDARD PENETRATION TEST
BLOWCOUNT
2
L E G A C Y
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APPENDIX B
KEY TO SOIL CLASSIFICATION
FIELD AND LABORATORY TEST PROCEDURES
Consulting Engineering Services
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KEY TO SOIL CLASSIFICATION
CORRELATION OF PENETRATION WITH RELATIVE DENSITY & CONSISTENCY
SANDS AND GRAVEL SILTS AND CLAYS
BLOW COUNT RELATIVE DENSITY BLOW COUNT CONSISTENCY
0-4 VERY LOOSE 0-2 VERY SOFT
5-10 LOOSE 3-4 SOFT
11-20 FIRM 5-8 FIRM
21-30 VERY FIRM 9-15 STIFF
31-50 DENSE 16-30 VERY STIFF
OVER 50 VERY DENSE 31-50 HARD
OVER 50 VERY HARD
PARTICLE SIZE IDENTIFICATION
(UNIFIED CLASSIFICATION SYSTEM)
CATEGORY DIMENSIONS
Boulders Diameter exceeds 12 inches
Cobbles 3 to 12 inches
Gravel Coarse – 0.75 to 3 inches in diameter Fine – 4.76 mm to 0.75 inch diameter
Sand Coarse – 2.0 mm to 4.76 mm diameter Medium – 0.42 mm to 2.0 mm diameter Fine – 0.074 mm to 0.42 mm diameter
Silt and Clay Less than 0.074 mm (invisible to the naked eye)
MODIFIERS These modifiers provide our estimate of the amount of minor constituent (sand, silt, or clay size particles) in the soil sample
PERCENTAGE OF MINOR CONSTITUENT MODIFIERS
0% to 5% No Modifier
5 % to 12 % With Silt, With Clay
12% to 30% Silty, Clayey, Sandy
30% to 50% Very Silty, Very Clayey, Very Sandy
APPROXIMATE CONTENT OF OTHER MODIFIERS APPROXIMATE CONTENT OF
COMPONENTS (SHELL, GRAVEL, ETC.) ORGANIC COMPONENTS
0% to 5% TRACE 1 to 2%
5% to 12% FEW 2% to 4%
12% to 30% SOME 4% to 8%
30% to 50% MANY >8%
FIELD AND LABORATORY TEST PROCEDURES
Penetration Borings
The penetration borings were made in general accordance with ASTM D 1586-67, “Penetration Test and
Split-Barrel Sampling of Soils”. Each boring was advanced to the water table by augering and, after
encountering the groundwater table, further advanced with a rotary drilling technique that uses a
circulating bentonite fluid for borehole flushing and stability. At two-foot intervals within the upper 10
feet and at five-foot intervals thereafter, the drilling tools were removed from the borehole and a split-
barrel sampler inserted to the borehole bottom. The sampler was then driven 18 inches into the material
using a 140-pound SPT hammer falling, on the average, 30 inches per hammer blow. The number of
hammer blows for the final 12 inches of penetration is termed the “penetration resistance, blow count, or
N-value”. This value is an index to several in-place geotechnical properties of the material tested, such as
relative density and Young’s Modulus.
After driving the sampler 18 inches (or less, if in hard rock or rock-like material) at each test interval, the
sampler was retrieved from the borehole and a representative sample of the material within the split-barrel
was placed in a watertight container and sealed. After completing the drilling operations, the samples for
each boring were transported to our laboratory where our Geotechnical Engineer examined them in order
to verify the driller’s field classifications. The samples will be kept in our laboratory for a period of two
months after submittal of formal written report, unless otherwise directed by the Client.
Soil Classification
Soil samples obtained from the performance of the borings were transported to our laboratory for
observation and review. An engineer, registered in the State of Florida and familiar with local geological
conditions, conducted the review and classified the soils in accordance with ASTM 2488. The results of
the soil classification are presented on the boring records.