HomeMy WebLinkAbout210090-b3_signed/ Geo Soil report from KSMHeadquarters Mailing
11345 U.S. Highway 1 P.O. Box 78-1377
Sebastian, FL. 32958 Sebastian, FL. 32978
Orlando Phone: 772-589-0712
723 Progress Way C.A. # 5693
Sanford, FL. 32771 KSMengineering.net
Page 1 of 6
January 5, 2021
Seaside 20, LLC
Lee Heaton
277 Royal Poinciana Way, #156
Palm Beach, FL 33480
Re: 7700 S. Ocean Drive
Hutchinson Island, Florida
KSM Project #: 210090-b3
Dear Mr. Heaton:
As requested, KSM Engineering & Testing has performed a subsurface investigation for the
proposed cottages at the referenced site. Presentation of the data gathered during the
investigation, together with our geotechnical related opinions, are included in this report.
Site Description:
At the time of our investigation the oceanfront site was mostly flat with moderate underbrush
and some areas of dense trees and vegetation. Vegetation consisted generally of palm trees
and pepper trees and was mostly concentrated in the northern section of the site with
patches of trees in the central and southern sections of the site. There were existing dirt trails
on the site, which allowed for access to most of the building areas, except in areas where
dense vegetation was located.
Project Description:
An oceanfront residential development consisting of twenty-five (25) one-story cottage units
planned to be constructed landward of the State Coastal Construction Control Line (CCCL).
These structures are permitted to be soil supported using conventional shallow foundations.
KSM anticipates that 1 to 3 feet of site fill may be required in the building pad areas in order
to reach the desired grades.
7700 S. Ocean Drive
Hutchinson Island, Florida
KSM Project #: 210090-b3
Page 2 of 6
The scope of our study consisted of the following:
1. Performed Standard Penetration Test (SPT) borings in the proposed cottage areas to
estimate the subsoil relative density.
2. Measured the observed groundwater level at each boring after allowing the
groundwater level to stabilize.
3. Evaluated the discovered subsurface conditions with respect to the proposed
construction and provided recommendations for site preparation, foundation design
and pavement design.
4. Prepared this report to document our findings.
Site Investigation:
The site investigation program consisted of performing nine (9) Standard Penetration Test
(SPT) borings, in the proposed cottage areas. The SPT borings were terminated at depths of
10 to 15 feet below grade. The approximate locations of the borings are indicated on the
attached location plan.
The SPT borings were completed in general accordance with procedures described in ASTM
D-1586. Also, the groundwater table was allowed to stabilize and the depth of the
groundwater elevation recorded from existing grade.
The records of the soils encountered, the penetration resistances and groundwater level are
shown on the attached logs.
Engineering Evaluation and Conclusions:
Based on the information obtained from this site investigation, we are pleased to offer the
following evaluation:
Subsurface Conditions Summary - The boring logs indicate the subsurface soils discovered
and the SPT “N” values recorded during the boring process in the proposed project area
consist mostly of the following:
• Deposits of loose fine-grained sand were discovered from the surface to an
approximate depth of 2 feet below existing grade.
• Deposits of medium-dense fine-grained sand with some shell and rock fragments were
discovered from approximately 2 feet to about 15 feet below existing grade.
• At boring location B-2, pieces of concrete were encountered in the surface material to
a depth of approximately 2 feet.
7700 S. Ocean Drive
Hutchinson Island, Florida
KSM Project #: 210090-b3
Page 3 of 6
Please refer to the attached soil boring logs for specific information relative to the soil
description and the SPT resistance record.
Observed Groundwater Table - The observed water table was encountered at approximate
depths ranging from 24 to 65 inches below existing grade across the area where the
proposed cottages will be built.
Foundation Evaluation - Based on the existing soil conditions, it is our professional opinion
that the proposed structures can be supported on conventional shallow foundation systems
provided that the site is properly prepared.
The following sections provide recommendations for the site preparation, foundation design
and pavement design.
Site Preparation:
Site Subgrade Preparation – Due to the near surface very loose and loose soils, KSM
recommends that the building site subgrade be prepared for construction of the foundations
and floor slabs-on-grade by improving the in-place density of the soil that will support the
structure within the zone where the stress from the structure will be primarily distributed.
KSM has assumed that the proposed finished floor of the structures lies above the discovered
land surface level. The following earthwork procedure is recommended.
1. The proposed construction area, plus a minimum margin of five feet beyond the
proposed limit of construction, should initially be prepared by removing any organic
materials including roots and surface vegetation. Any debris such as pices of
concrete should also be removed from the site.
2. The exposed surface, created in step 1 above, should be graded level and proofrolled
to compact the subgrade. Sufficient passes of the roller should be made to produce an
in-place dry density that equals or exceeds 95 percent of the Modified Proctor (ASTM
D-1557) maximum dry density to a depth of 2 feet below the proofrolled surface.
3. Upon completion of the proofrolling operation, the exposed surface should be filled to
produce the desired line and grades of the building pad. Fill should consist of sandy
soil containing less than 10% material that passing through the U.S. Standard no. 200
sieve and is free of debris and organic material. The fill should be placed in level lifts
not more than 12-inches thick, moisture conditioned, and compacted to attain an in-
place dry density that equals or exceeds 95 percent of the Modified Proctor (ASTM D-
1557) maximum dry density.
4. Excavate the compacted pad to the proposed foundation subgrade elevation. The
exposed footing subgrade should then be compacted to attain an in-place dry density
that equals or exceeds 95 percent of the Modified Proctor (ASTM D-1557)
maximum dry density, to depth of 24 inches below the footing subgrade surface.
This can best be achieved with the use of an impact type compactor (Jumping Jack).
Testing should be done to confirm that the specified level of compaction has been
achieved.
7700 S. Ocean Drive
Hutchinson Island, Florida
KSM Project #: 210090-b3
Page 4 of 6
5. Following the successful completion of the preparation of the foundation subgrade,
foundation forms (if used) and steel reinforcement should be placed, and the
foundation concrete should be cast, as necessary. Any backfill that is placed adjacent
to the foundations, as well as backfill placed in utility trench excavations within the
building pad, should be likewise compacted to attain or exceed 95 percent of the
Modified Proctor (ASTM D-1557) maximum dry density.
Compaction Equipment – KSM recommends that the overall proofrolling operations be
completed prior to erecting any structures on this site so that heavy vibratory equipment can
be used to achieve greater degrees on compaction. KSM does not recommend using heavy
vibratory equipment on this site once any structures have been erected due to the potential
that ground vibrations created by the compaction machinery might be transmitted and cause
damage to nearby structures. Accordingly, non-vibratory compaction methods are preferred
to perform the recommended earthwork delineated above for lots with any adjacent
structures.
Compaction Testing - In-place density of the compacted soil can be verified using a nuclear
density gauge or any other ASTM approved method to determine percent compaction. It is
our recommendation that compaction tests in the excavated footings should be conducted
prior to placement of any steel or concrete and conducted at every column footing and once
for every 100 linear feet of footing trench.
Subgrade and each lift (12” max) of fill should be tested for compaction at a frequency of no
less than one test per 2,500 sf of building area, per lift and 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.
Foundation:
Provided that our recommendations for site preparation are followed, the proposed structures
may be supported on conventional concrete, steel reinforced footings designed for an
allowable soil bearing pressure of 2,500 pounds per square foot, or less.
With the foundation properly designed and the site properly prepared, we anticipate total
settlements less than ¾ of an inch and differential settlement of less than ¼ of an inch. The
majority of the settlement should occur during construction. This is based on the assumed
loading conditions stated in the “project description” section of this report and a minimum
continuous footer width of 18 inches with a minimum embedment of 16 inches. The Structural
Engineer of Record (EOR) should notify our office if the design loading or foundations differ
from our assumptions so that we may provide additional settlement calculations.
7700 S. Ocean Drive
Hutchinson Island, Florida
KSM Project #: 210090-b3
Page 5 of 6
Floor Slabs:
A conventional slab-on-grade can be used in the “at grade” portion of the structures. We
recommend the disturbed subgrade below the floor slab be re-compacted to 95 percent of the
modified Proctor maximum dry density (ASTM D 1557) prior to placement of the concrete.
We recommend that control joints be incorporated in the slab at frequent intervals to control
shrinkage cracks.
A moisture barrier is recommended beneath the floor slab to prevent moisture migration from
the underlying soil resulting in dampness of the slab.
Drives and Parking Areas:
Based on the SPT borings conducted, KSM has evaluated the soils in relation to the
proposed pavement. We did not find any "muck" or other unsuitable material in the test
borings. “N” values recorded during the investigation indicate that the existing soil density is
loose in the top 2 feet and becomes medium-dense below this depth.
Although a comprehensive pavement evaluation was not within the scope of this study the
site may be prepared to support a flexible pavement or rigid concrete pavement. The
pavement should be designed for the anticipated loads and frequencies. Refer to Table 1 for
the minimum pavement section. The minimum pavement design for standard duty asphalt
should include the following:
Clear the roadway area of any surface debris, including vegetation, roots, organic matter and
existing pavement. Stumps and any debris such as the pieces of concrete encountered in
boring location B-2 shall be removed entirely. The cleared areas should be graded level and
proof rolled. Any soft yielding areas shall be excavated and replaced with clean compacted
fill. Sufficient passes should be made during compaction operations to produce a density no
less than 95 percent of its modified dry Proctor value (AASHTO T180) to a depth of two feet.
Additional fill shall consist of clean granular sand containing less than 10% material passing
the U.S. Standard No. 200 mesh sieve and placed in loose layers of 12 inches and
compacted to the above densities. A minimum of 16 inches separation should be maintained
between the bottom of the base and the high seasonal groundwater table.
Where a concrete pavement section is used, concrete reinforcement should be designed to
withstand the design traffic loads and saw cuts constructed for crack control. The concrete
should have a minimum compressive strength of 4,000 psi.
Standard duty pavement areas are considered car and pickup truck loading conditions and a
few medium trucks such as box trucks. Heavy duty pavement areas are considered dumpster
pad & apron area and semi-tractor trailer truck loading conditions.
7700 S. Ocean Drive
Hutchinson Island, Florida
KSM Project #: 210090-b3
Page 6 of 6
Table 1 - Minimum Pavement Section
Pavement
Type Material Layer Thickness (in)
Standard Duty Heavy Duty
Flexible
Florida DOT Asphalt Type 3 1.5 2
Cemented Coquina Rock (LBR of 100)*-or-
Limerock* Base Course 6 8
Clayed soil (LBR of 40)* Stabilized Subgrade 8 12
Rigid Portland Cement (4,000 psi) 5 7
Clayed Soil (LBR of 40)* Stabilized Subgrade 6 10
* Compacted to minimum 98 percent of its modified dry Proctor value (AASHTO T180)
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 verify that not only have the soils been prepared
following the indicated recommendations, but the foundations are installed in compliance
within the parameters indicated. The Structural Engineer of Record is responsible for
confirming that the estimated capacities provided are adequate for the anticipated loading. If
additional capacity is required, KSM is to be notified so that our recommendations can be
amended as required.
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices based on the results of the test borings and the assumed loading
conditions. 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.
Environmental conditions, wetland delineation, water quality, and municipal requirements are
not a part of this report.
We are pleased to be of assistance to you on 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,
_______________________ _______________________
Christopher S. LeBrun, E.I. Cody C. Clawson, P.E.
Geotechnical Engineer Geotechnical Engineer
Florida Lic. No. 1100022858 Florida Lic. No. 91598
1/6/2022 1/6/2022
CCC/jt
Email to: lee@heatoncompanies.com
Light Brown Sand with Traces of Shell
Light Gray Sand
Bottom of borehole at 15.0 feet.
SS
SS
SS
SS
SS
SS
3-4-5
(9)
6-6-7
(13)
5-5-8
(13)
8-9-11
(20)
9-12-16
(28)
8-11-12
(23)
GROUND ELEVATION
GROUND WATER LEVELS:
CHECKED BY Julie E. Keller, P.E.
COMPLETED 12/14/21
AT TIME OF DRILLING 2.00 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER B-1
CLIENT Seaside 20, LLC
PROJECT NUMBER 210090-b3
DATE STARTED 12/14/21
DRILLING CONTRACTOR
DRILLING METHOD Split Spoon Sample
LOGGED BY SF, TG, MH
NOTES See Attached Location Plan
PROJECT NAME 7700 S. Ocean Drive
PROJECT LOCATION Hutchinson Island, Florida
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/15/21 14:39 - K:\KSM FILES\21 DOCS (KSM-SERVER)\219697\SOIL INVESTIGATION\219697-B.GPJKSM Engineering & Testing
P.O. Box 78-1377
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
KSM
Brown Sand with Pieces of Concrete
Gray Sand with Shell Fragments
Light Brown Sand with Traces of Shell Fragments
Light Gray Sand
Bottom of borehole at 15.0 feet.
SS
SS
SS
SS
SS
SS
8-7-6
(13)
8-6-5
(11)
3-9-9
(18)
5-6-7
(13)
10-12-12
(24)
7-9-13
(22)
GROUND ELEVATION
GROUND WATER LEVELS:
CHECKED BY Julie E. Keller, P.E.
COMPLETED 12/14/21
AT TIME OF DRILLING 2.50 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER B-2
CLIENT Seaside 20, LLC
PROJECT NUMBER 210090-b3
DATE STARTED 12/14/21
DRILLING CONTRACTOR
DRILLING METHOD Split Spoon Sample
LOGGED BY SF, TG, MH
NOTES See Attached Location Plan
PROJECT NAME 7700 S. Ocean Drive
PROJECT LOCATION Hutchinson Island, Florida
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/15/21 14:39 - K:\KSM FILES\21 DOCS (KSM-SERVER)\219697\SOIL INVESTIGATION\219697-B.GPJKSM Engineering & Testing
P.O. Box 78-1377
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
KSM
Light Brown Sand with Traces of Shell Fragments
Bottom of borehole at 10.0 feet.
SS
SS
SS
SS
SS
2-4-6
(10)
7-8-9
(17)
5-8-10
(18)
8-13-13
(26)
9-11-13
(24)
GROUND ELEVATION
GROUND WATER LEVELS:
CHECKED BY Julie E. Keller, P.E.
COMPLETED 12/14/21
AT TIME OF DRILLING 3.33 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER B-3
CLIENT Seaside 20, LLC
PROJECT NUMBER 210090-b3
DATE STARTED 12/14/21
DRILLING CONTRACTOR
DRILLING METHOD Split Spoon Sample
LOGGED BY SF, TG, MH
NOTES See Attached Location Plan
PROJECT NAME 7700 S. Ocean Drive
PROJECT LOCATION Hutchinson Island, Florida
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/15/21 14:39 - K:\KSM FILES\21 DOCS (KSM-SERVER)\219697\SOIL INVESTIGATION\219697-B.GPJKSM Engineering & Testing
P.O. Box 78-1377
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
KSM
Topsoil
Light Brown Sand with Traces of Shell Fragments
Light Brown Sand with Traces of Shell Fragments and Pieces of
Rock
Light Brown Sand with Traces of Shell Fragments
Bottom of borehole at 15.0 feet.
SS
SS
SS
SS
SS
SS
1-3-3
(6)
6-6-8
(14)
5-6-8
(14)
5-8-11
(19)
10-12-12
(24)
10-14-18
(32)
GROUND ELEVATION
GROUND WATER LEVELS:
CHECKED BY Julie E. Keller, P.E.
COMPLETED 12/14/21
AT TIME OF DRILLING 4.58 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER B-4
CLIENT Seaside 20, LLC
PROJECT NUMBER 210090-b3
DATE STARTED 12/14/21
DRILLING CONTRACTOR
DRILLING METHOD Split Spoon Sample
LOGGED BY SF, TG, MH
NOTES See Attached Location Plan
PROJECT NAME 7700 S. Ocean Drive
PROJECT LOCATION Hutchinson Island, Florida
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/15/21 14:39 - K:\KSM FILES\21 DOCS (KSM-SERVER)\219697\SOIL INVESTIGATION\219697-B.GPJKSM Engineering & Testing
P.O. Box 78-1377
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
KSM
Topsoil
Light Brown Sand with Traces of Shell Fragments
Light Brown Sand with Traces of Shell Fragments and Pieces of
Rock
Bottom of borehole at 10.0 feet.
SS
SS
SS
SS
SS
1-1-3
(4)
3-4-6
(10)
4-6-6
(12)
4-6-7
(13)
8-10-12
(22)
GROUND ELEVATION
GROUND WATER LEVELS:
CHECKED BY Julie E. Keller, P.E.
COMPLETED 12/14/21
AT TIME OF DRILLING 4.33 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER B-5
CLIENT Seaside 20, LLC
PROJECT NUMBER 210090-b3
DATE STARTED 12/14/21
DRILLING CONTRACTOR
DRILLING METHOD Split Spoon Sample
LOGGED BY SF, TG, MH
NOTES See Attached Location Plan
PROJECT NAME 7700 S. Ocean Drive
PROJECT LOCATION Hutchinson Island, Florida
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/15/21 14:39 - K:\KSM FILES\21 DOCS (KSM-SERVER)\219697\SOIL INVESTIGATION\219697-B.GPJKSM Engineering & Testing
P.O. Box 78-1377
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
KSM
Light Brown Sand with Traces of Shell Fragments
Bottom of borehole at 15.0 feet.
SS
SS
SS
SS
SS
SS
1-3-3
(6)
5-4-4
(8)
4-5-5
(10)
3-5-8
(13)
6-7-10
(17)
8-11-10
(21)
GROUND ELEVATION
GROUND WATER LEVELS:
CHECKED BY Julie E. Keller, P.E.
COMPLETED 12/14/21
AT TIME OF DRILLING 4.17 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER B-6
CLIENT Seaside 20, LLC
PROJECT NUMBER 210090-b3
DATE STARTED 12/14/21
DRILLING CONTRACTOR
DRILLING METHOD Split Spoon Sample
LOGGED BY SF, TG, MH
NOTES See Attached Location Plan
PROJECT NAME 7700 S. Ocean Drive
PROJECT LOCATION Hutchinson Island, Florida
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/15/21 14:39 - K:\KSM FILES\21 DOCS (KSM-SERVER)\219697\SOIL INVESTIGATION\219697-B.GPJKSM Engineering & Testing
P.O. Box 78-1377
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
KSM
Brown Sand
Light Brown Sand with Traces of Shell Fragments
Light Brown Sand with Shell Fragments
Light Brown Sand with Some Shell and Pieces of Rock
Bottom of borehole at 10.0 feet.
SS
SS
SS
SS
SS
1-2-3
(5)
4-4-7
(11)
6-9-7
(16)
7-7-10
(17)
10-13-15
(28)
GROUND ELEVATION
GROUND WATER LEVELS:
CHECKED BY Julie E. Keller, P.E.
COMPLETED 12/14/21
AT TIME OF DRILLING 5.42 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER B-7
CLIENT Seaside 20, LLC
PROJECT NUMBER 210090-b3
DATE STARTED 12/14/21
DRILLING CONTRACTOR
DRILLING METHOD Split Spoon Sample
LOGGED BY SF, TG, MH
NOTES See Attached Location Plan
PROJECT NAME 7700 S. Ocean Drive
PROJECT LOCATION Hutchinson Island, Florida
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/15/21 14:39 - K:\KSM FILES\21 DOCS (KSM-SERVER)\219697\SOIL INVESTIGATION\219697-B.GPJKSM Engineering & Testing
P.O. Box 78-1377
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
KSM
Brown Sand
Light Brown Sand with Traces of Shell Fragments
Bottom of borehole at 15.0 feet.
SS
SS
SS
SS
SS
SS
1-2-3
(5)
4-4-5
(9)
8-8-8
(16)
5-7-9
(16)
7-9-9
(18)
10-12-12
(24)
GROUND ELEVATION
GROUND WATER LEVELS:
CHECKED BY Julie E. Keller, P.E.
COMPLETED 12/14/21
AT TIME OF DRILLING 5.17 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER B-8
CLIENT Seaside 20, LLC
PROJECT NUMBER 210090-b3
DATE STARTED 12/14/21
DRILLING CONTRACTOR
DRILLING METHOD Split Spoon Sample
LOGGED BY SF, TG, MH
NOTES See Attached Location Plan
PROJECT NAME 7700 S. Ocean Drive
PROJECT LOCATION Hutchinson Island, Florida
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/15/21 14:39 - K:\KSM FILES\21 DOCS (KSM-SERVER)\219697\SOIL INVESTIGATION\219697-B.GPJKSM Engineering & Testing
P.O. Box 78-1377
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
KSM
Brown Sand
Light Brown Sand with Traces of Shell Fragments
Light Brown Sand with Some Shell Fragments
Bottom of borehole at 10.0 feet.
SS
SS
SS
SS
SS
1-2-2
(4)
3-3-4
(7)
5-10-14
(24)
5-7-9
(16)
6-7-10
(17)
GROUND ELEVATION
GROUND WATER LEVELS:
CHECKED BY Julie E. Keller, P.E.
COMPLETED 12/14/21
AT TIME OF DRILLING 4.17 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER B-9
CLIENT Seaside 20, LLC
PROJECT NUMBER 210090-b3
DATE STARTED 12/14/21
DRILLING CONTRACTOR
DRILLING METHOD Split Spoon Sample
LOGGED BY SF, TG, MH
NOTES See Attached Location Plan
PROJECT NAME 7700 S. Ocean Drive
PROJECT LOCATION Hutchinson Island, Florida
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/15/21 14:39 - K:\KSM FILES\21 DOCS (KSM-SERVER)\219697\SOIL INVESTIGATION\219697-B.GPJKSM Engineering & Testing
P.O. Box 78-1377
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
KSM
NOT TO SCALE
20211216219697-b
PROJECT:
DATE:
SCALE:
SHEET OF DRAWN BY:
DESIGNED BY:
PROJECT #:
C.V.
C.C.C.1
7700 S. Ocean Drive, Hutchinson Island, Florida
PERMIT #:
1
LOCATION OF SOIL TESTING
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