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GFA INTERNATIONAL
FLORIDA’S LEADING ENGINEERING SOURCE
Report of Geotechnical Exploration
SeaGlass Development
10101 S Ocean Drive
Jensen Beach, Florida
February 28, 2020
GFA Project No. 18-8858.00
For: SeaGlass Ocean Drive Development, LLC
Since 1988
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607 NW Commodity Cove • Port St. Lucie, Florida 34986 • (772) 924-3575 • (772) 924-3580 (fax) • www.teamgfa.com
OFFICES THROUGHOUT FLORIDA
February 28, 2020
Mr. Igal Zakhodin
SeaGlass Ocean Drive Development, LLC
1111 Kane Concourse, Suite 209
Bay Harbor Islands, Florida 33154
Subject: Report of Geotechnical Exploration
SeaGlass Development
10101 S Ocean Drive, Jensen Beach, Florida
GFA Project No. 18-8858.00
Dear Mr. Zakhodin:
GFA International, Inc. (GFA) has completed the subsurface exploration and geotechnical
engineering evaluation for the above referenced project in accordance with the geotechnical
and engineering service agreement for this project. The scope of services was completed in
accordance with our Geotechnical Engineering Proposal No. 18-8858.00 REV#4 dated
December 18, 2019, planned in conjunction with and authorized by SeaGlass Ocean Drive
Development, LLC.
EXECUTIVE SUMMARY
The purpose of our subsurface exploration was to classify the nature of the subsurface soils and
general geomorphic conditions at the site and evaluate their impact upon the proposed
construction. This report contains the results of our subsurface exploration and our engineering
interpretations of these with respect to the project characteristics described to us, including
providing recommendations for foundation design, retaining wall design, pavement design, and
site preparation.
Per our prior telephone discussions and email correspondence with you, GFA understands the
project consists of constructing a 29-unit townhome development in Jensen Beach, Florida. We
understand the buildings will be three-story and utilize steel frame construction. The proposed
construction also includes a retaining wall along State Road A1A and a dry pond. Plans for a
dock and boardwalk to access the adjacent Jensen Beach to Jupiter Inlet Aquatic Preserve are
being considered for future construction.
Structural loading information for the proposed construction has not been provided to GFA. For
the foundation recommendations presented in this report, we assumed maximum column and
walls loads of 100 kips and 6 kips per linear foot, respectively.
The recommendations provided herein are based upon the above considerations. If the stated
conditions are incorrect or if the project description is revised, please inform GFA so that we
may review our recommendations with respect to any modifications.
SeaGlass Development Geotechnical Exploration Report
10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 2 of 17
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Nineteen (19) standard penetration test (SPT) borings (B-1 through B-19), advanced to
approximate depths of 15 to 20 feet below the existing ground surface, were completed within
the townhome building footprints and along the alignment of the retaining wall. An additional
four (4) auger borings with Hand Cone Penetrometer (HCP) testing (AB-1 through AB-4),
advanced to a depth of approximately 6 feet, were performed within the pavement areas.
Finally, an additional auger boring advanced to a depth of 6 feet with an accompanying
exfiltration test (EX-1) was performed for the proposed dry pond.
The subsurface soil conditions encountered at the boring locations generally consisted loose to
medium dense fine sand (SP), fine sand with silt (SP-SM), and silty fine sand (SM) to the
termination depths. As an exception, layers of fine sand with silt and silty fine sand containing
varying amounts of organics and wood debris were encountered in a few of the borings. Please
refer to Appendix D - Log of Boring Records for a detailed account of each boring.
Based on the results of our field exploration program, the subsurface soil conditions at the site
are generally favorable for the support of the proposed townhome buildings and retaining wall
on shallow foundations subject to the limitations and special site preparation procedures
discussed below. A maximum allowable soil bearing pressure of 2,500 psf may be used for
foundation design.
Borings B-5 and B-18 encountered layers of silty fine sand containing organic and wood
debris within the upper 6 feet of the soil profile. GFA recommends that test pits be
performed in these areas to further explore the nature and extent of the organic
materials. Organic soils, wood, and other deleterious materials encountered should be
excavated and removed below the structures and to at least 5 feet outside the structure
footprints. The completed excavations should be backfilled to design grade with suitable
fill as discussed in Section 3.2 of this report. In general, the fill should be placed in 12-
inch thick loose layers and compacted to at least 95 percent of maximum dry density as
determined by the modified Proctor method (ASTM D 1557).
For the remainder of the property, the subgrade soils should be improved (densified) with
compaction from the stripped grade prior to constructing the building pads. Prior to placing fill to
achieve final grade, the upper 2 feet below stripped grade should be compacted to a minimum
of 95 percent of maximum dry density as determined by the modified Proctor test (ASTM D
1557). Fill (including stem wall backfill) should be placed in 12-inch lifts and compacted to
achieve a minimum 95 percent of modified Proctor maximum dry density. After completing the
footing excavations, the bearing subgrade to a depth of 2 feet should be compacted to achieve
a minimum 95 percent of modified Proctor maximum dry density.
SeaGlass Development Geotechnical Exploration Report
10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 3 of 17
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We appreciate the opportunity to be of service to you during this phase of the project and look
forward to a continued association. Please do not hesitate to contact us if you have any
questions or comments, or if we may further assist you as your plans proceed.
Respectfully Submitted,
GFA INTERNATIONAL, INC.
Florida Certificate of Authorization No. 4930
This item has been digitally signed and sealed by John Kent, P.E. on the date
adjacent to the seal. Printed copies of this document are not considered signed
and sealed and the signature must be verified on any electronic copies.
John Kent, P.E. Erik Soderstrom, E.I.
Senior Project Engineer Geotechnical Department Manager
Florida Registration No. 63218
Distribution: Mr. Igal Zakhodin – SeaGlass Ocean Drive Development, LLC 1 pdf
SeaGlass Development Geotechnical Exploration Report
10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 4 of 17
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TABLE OF CONTENTS
1.0 INTRODUCTION ................................................................................................................. 5
1.1 Scope of Services ........................................................................................................... 5
1.2 Project Description .......................................................................................................... 5
2.0 OBSERVATIONS ................................................................................................................ 6
2.1 Site Description ............................................................................................................... 6
2.2 Field Exploration ............................................................................................................. 6
2.3 Visual Classification ........................................................................................................ 6
2.4 Geomorphic Conditions ................................................................................................... 7
2.5 Exfiltration Testing ……………………………………………………………………………….7
2.6 Hydrogeological Conditions ............................................................................................. 8
3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS.............................................. 8
3.1 General ........................................................................................................................... 8
3.2 Site Preparation .............................................................................................................. 8
3.3 Vibration Monitoring .......................................................................................................10
3.4 Design of Footings .........................................................................................................10
3.5 Settlement Estimates .....................................................................................................11
3.6 Ground Floor Slabs ........................................................................................................11
3.7 Retaining Wall Soil Design Parameters ..........................................................................11
3.8 Dewatering and Site Excavations ...................................................................................12
4.0 PAVEMENT DESIGN AND CONSTRUCTION CONSIDERATIONS ..................................13
4.1 Pavement Design Sections .............................................................................................13
4.2 Compacted Subgrade or Embankment Fill ......................................................................13
4.3 Stabilized Subgrade ........................................................................................................14
4.4 Base Course ...................................................................................................................14
4.5 Flexible (Asphalt) Pavement ............................................................................................14
4.6 Rigid (Concrete) Pavement .............................................................................................14
4.7 Effects of Water ...............................................................................................................15
4.8 Construction Traffic .........................................................................................................15
4.9 Pavement Site Preparation..............................................................................................15
5.0 REPORT LIMITATIONS .....................................................................................................16
6.0 BASIS FOR RECOMMENDATIONS ..................................................................................17
Appendix A - Vicinity Map
Appendix B - Test Location Plan
Appendix C - Notes Related to Boring Records
Appendix D - Log of Boring Records
Appendix E - Hydraulic Conductivity Tests
Appendix F - Discussion of Soil Groups
SeaGlass Development Geotechnical Exploration Report
10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 5 of 17
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1.0 INTRODUCTION
1.1 Scope of Services
The objective of our geotechnical exploration was to collect subsurface data for the subject
project, summarize the test results, and discuss any apparent site conditions that may have
geotechnical significance for building construction. The following scope of services is provided
within this report:
1. Prepare boring logs depicting the subsurface soil conditions encountered during our field
exploration.
2. Review the soil samples obtained during our field exploration for classification and additional
testing if necessary.
3. Present the results of the exfiltration testing for use during the design of the dry pond
4. Provide recommendations for foundation support of the townhomes and retaining walls,
including foundation type, maximum allowable soil bearing capacity, and bearing elevations.
5. Provide retaining wall soil design parameters, including Ka, Kp, unit weight, and soil friction
angles.
6. Provide recommendations for pavement design and subgrade preparation.
7. Provide site preparation criteria for the proposed construction.
1.2 Project Description
Per our prior telephone discussions and email correspondence with you, GFA understands the
project consists of constructing a 29-unit townhome development in Jensen Beach, Florida. We
understand the buildings will be three-story and utilize steel frame construction. The proposed
construction also includes a retaining wall along State Road A1A and a dry pond. Plans for a
dock and boardwalk to access the adjacent Jensen Beach to Jupiter Inlet Aquatic Preserve are
being considered for future construction.
Structural loading information for the proposed construction has not been provided to GFA. For
the foundation recommendations presented in this report, we assumed maximum column and
walls loads of 100 kips and 6 kips per linear foot, respectively.
The recommendations provided herein are based upon the above considerations. If the stated
conditions are incorrect or if the project description is revised, please inform GFA so that we
may review our recommendations with respect to any modifications.
SeaGlass Development Geotechnical Exploration Report
10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 6 of 17
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2.0 OBSERVATIONS
2.1 Site Description
The project site is located at 10101 S Ocean Drive in Jensen Beach, Florida. At the time of our
field exploration, the site was mostly vacant with some surface vegetation and a few trees. The
property is bordered by wooded lots to the north, S Ocean Drive to the east, townhomes to the
south, additional wooded property and the Jensen Beach to Jupiter Inlet Aquatic Preserve to the
west.
2.2 Field Exploration
Nineteen (19) standard penetration test (SPT) borings (B-1 through B-19), advanced to
approximate depths of 15 to 20 feet below the existing ground surface, were completed within
the townhome building footprints and along the alignment of the retaining wall. An additional
four (4) auger borings with Hand Cone Penetrometer (HCP) testing (AB-1 through AB-4),
advanced to a depth of approximately 6 feet, were performed within the pavement areas. The
boring depths were established based upon our knowledge of vicinity soils and confined to the
zone of soil likely to be influenced by the planned construction. An additional auger boring
advanced to a depth of 6 feet with an accompanying exfiltration test (EX-1) was performed for
the proposed dry pond. The locations of the SPT borings, auger borings, and exfiltration test
are illustrated on the Test Location Plan in Appendix B.
The Standard Penetration Tests (SPT) were performed in general accordance with ASTM D
1586, “Penetration Test and Split-Barrel Sampling of Soils.” The SPT test procedure consists of
driving a 1.4-inch I.D. split-barrel sampler into the soil profile using a 140-pound hammer falling
30 inches. The number of blows per foot, for the second and third 6-inch increment, is referred
to as the N-value. The N-value has been empirically correlated with various soil properties and
provides an indication of soil strength.
The auger borings were performed in general accordance with ASTM D 1452, “Practice for Soil
Investigation and Sampling by Auger Borings.” Hand Cone Penetrometer (HCP) tests were
conducted at one-foot intervals in the auger borings. The HCP test, in conjunction with
information about the soil type, is empirically correlated to the relative density of subsurface
soils.
Site specific survey staking of the borings was not provided for our field exploration. The boring
locations were approximated using the provided site plan, GPS coordinates, and by estimating
distances and relationships to existing site features.
2.3 Visual Classification
Soil samples recovered from our field exploration were returned to our laboratory where they
were visually classified by a geotechnical engineer in general accordance with the Unified Soil
Classification System (ASTM D 2487). After reviewing the soil samples, no laboratory testing
was deemed necessary. The samples will be retained in our laboratory for 30 days and then
discarded unless we are notified otherwise in writing.
SeaGlass Development Geotechnical Exploration Report
10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 7 of 17
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The recovered samples were not evaluated, either visually or analytically, for chemical
composition or environmental hazards. GFA will be pleased to perform these services for an
additional fee, if required.
2.4 Geomorphic Conditions
The geology of the site as mapped on the USDA Soil Survey website consists of Canaveral fine
sand, 0 to 5 percent slopes (10), and Kesson-Terra Ceia complex, tidal (35). Note that organic
soils are indicated within the Kesson-Terra Ceia Complex soil unit. The Soil Survey
generally extends to a maximum depth of 80 inches below ground surface and is not indicative
of deeper soil conditions.
Boring logs resulting from our field exploration are presented in Appendix D - Log of Boring
Records. The boring logs contain the soil descriptions, the standard penetration test (SPT) N-
values, and the hand cone penetrometer (HCP) values logged during the drilling and sampling
activities. The soil boring data reflect information from a specific test location only and soil
conditions may vary between the strata interfaces indicated on the logs. The soil classifications
and descriptions shown on the logs are generally based upon visual characterizations of the
recovered samples using the Unified Soil Classification System. See Appendix F - Discussion of
Soil Groups, for a detailed description of various soil groups.
The subsurface soil conditions encountered at the boring locations generally consisted loose to
medium dense fine sand (SP), fine sand with silt (SP-SM), and silty fine sand (SM) to the
termination depths. As an exception, layers of fine sand with silt and silty fine sand containing
varying amounts of organics and wood debris were encountered in a few of the borings.
2.5 Exfiltration Testing
A hand auger boring, advanced to a depth of 6 feet below the existing ground surface and an
accompanying exfiltration test (EX-1), was performed at the proposed dry pond area at the site.
The exfiltration test was conducted in accordance with the South Florida Water Management
District method for open hole constant head field testing. The results are contained in Appendix
E - Hydraulic Conductivity Tests. The hydraulic conductivity (K) value determined at the test
site is presented in Table 2.5.1 below.
Table 2.5.1 – Exfiltration Test Results
Test Location K (cfs/ft2-ft)
EX-1 1.10 x 10-03
GFA recommends that a safety factor be applied to the above values during design. Note that
groundwater was encountered at a depth of approximately 5 feet below the existing ground
surface at the time of testing.
SeaGlass Development Geotechnical Exploration Report
10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 8 of 17
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2.6 Hydrogeological Conditions
On the dates of our field exploration (January 10 and February 5, 6, 7, and 11, 2020), the
groundwater table was encountered at depths ranging from approximately 3 to 6 feet below the
existing ground surface at the boring locations. Note that the groundwater table will fluctuate
seasonally depending upon local rainfall and other site specific and/or local influences. Brief
ponding of stormwater may occur across the site after heavy or extended rainfall events.
No additional evaluation was included in our scope of work in relation to the wet seasonal high
groundwater table or any existing well fields in the vicinity. Well fields may influence water table
levels and cause significant fluctuations. If a more comprehensive water table analysis is
necessary, please contact our office for additional guidance.
3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS
3.1 General
Our geotechnical engineering evaluation of the site and subsurface conditions at the property,
with respect to the planned construction, and our recommendations for site preparation,
foundation support, and pavement design, are based upon (1) our site observations, (2) the field
data obtained, and (3) our understanding of the project information and structural conditions as
presented in this report. If the stated conditions are incorrect, or if the project description is
revised, please inform GFA so that we may review our recommendations with respect to any
modifications.
We note that the applicability of geotechnical recommendations is very dependent upon project
characteristics, specifically (1) improvement locations, (2) grade alterations, (3) and actual
applied structural loads. For that reason, GFA must be provided with and review the preliminary
and final site and grading plans, and structural design loads to validate all recommendations
provided in this report. Without performing this review, our recommendations should not be
relied upon for final design or construction of any site improvements.
3.2 Site Preparation
GFA recommends the following compaction requirements for this project:
Proof Roll ............................................................... 95 percent of modified Proctor
Building Pad Fill ...................................................... 95 percent of modified Proctor
Footings ................................................................. 95 percent of modified Proctor
Retaining Wall Fill ................................................... 95 percent of modified Proctor
The compaction percentages presented above are based upon the maximum dry density as
determined by the modified Proctor test (ASTM D 1557). All density tests should be
performed to a depth of 2 feet below stripped surface and below bottom of footings.
Density testing should be performed using either the nuclear method (ASTM D 6938) or the
sand cone method (ASTM D 1556). Hand Cone Penetrometer (HCP) tests can also be
performed to evaluate compaction.
SeaGlass Development Geotechnical Exploration Report
10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 9 of 17
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Borings B-5 and B-18 encountered layers of silty fine sand containing organic and wood
debris within the upper 6 feet of the soil profile. GFA recommends that test pits be
performed in these areas to further explore the nature and extent of the organic
materials. Organic soils, wood, and other deleterious materials encountered should be
excavated and removed below the structures and to at least 5 feet outside the structure
footprints. The completed excavations should be backfilled to design grade with suitable
fill as discussed below.
Our recommendations for preparation of the site for use of shallow foundation systems are
presented below. This approach to improving and maintaining site soils has been found to be
successful on projects having similar soil conditions.
1. Initial site preparation should consist of performing stripping (removing surface vegetation,
near surface roots, and other deleterious matter) and clearing operations. This should be
performed within, and to a distance of five (5) feet beyond, the perimeter of the proposed
building footprints (including exterior isolated columns) and the retaining wall. Foundations
and any below grade remains of any structures that are within the footprint of the new
construction should also be removed. Similarly, utility lines within the limits of the proposed
construction should be relocated, removed, or properly abandoned so that they will not
adversely impact overlying structures.
2. Following site stripping and prior the placement of any fill, areas of surficial sand should be
compacted (proof rolled) and tested. We recommend using a steel drum vibratory roller with
sufficient static weight and vibratory impact energy to achieve the required compaction.
Density tests should be performed on the proof rolled surface at a frequency of not less than
one test per 2,500 square feet, or a minimum of three (3) tests, whichever is greater.
3. If the soil subgrade is too wet or the inflow of groundwater cannot be controlled such that the
recommended level of compaction cannot be achieved, then very clean granular fill may be
placed up to 1 foot above the water table elevation. The granular fill should be intensively
densified and compacted until no further settlement can be visually discerned at the fill
surface, and 1 foot of soil both above and below the water table have achieved at least 95
percent density.
4. Fill material may then be placed for the building pads, retaining wall, and general site
grading, as required. Fill should be inorganic (i.e., contain less than 5 percent by weight
organic material) and classified as SP, SW, GP, GW, SP-SM, SW-SM, GW-GP, or GP-GM.
GFA does not recommend using fill materials having silt/clay-size soil fines contents
exceeding 12 percent. Fill should be placed in lifts having a maximum thickness of 12-
inches. Each lift should be compacted and tested prior to the placement of the next lift.
Density tests should be performed within the fill at a frequency of not less than one test per
2,500 square feet per lift in the building areas, or a minimum of three (3) tests per lift,
whichever is greater.
SeaGlass Development Geotechnical Exploration Report
10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 10 of 17
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5. For foundations constructed upon structural fill or compacted native granular soils, the
bearing subgrade should be tested for compaction and observed by an engineer or
geologist or his/her representative to determine if the soil is free of organic and/or
deleterious material. Density tests should be performed at a frequency of not less than one
(1) density test per each isolated column footing and one (1) test per each seventy-five (75)
lineal feet of wall footing.
If compaction cannot be attained due to persistent wetness, the presence of the water table
at or near the excavation bottom, or silty/clayey soils “‘pumping” during compaction, GFA
recommends undercutting the foundation bearing subgrade followed by replacement with
either FDOT No. 57 stone or rock/sand fill. The backfill should be compacted and tamped
into the excavation and tested by a GFA representative by performing in-place density tests
or using a hand cone penetrometer or probe rod.
6. The contractor should consider the final grading contours contained in the project plans
when executing backfilling and compaction operations.
3.3 Vibration Monitoring
Using vibratory compaction equipment at this site may disturb adjacent townhome structures
that are under construction. We recommend that nearby structures be monitored by GFA both
before and during compaction operations. A proposal for providing vibration monitoring services
during earthwork construction will be provided upon request.
3.4 Design of Footings
A foundation system for any structure must be designed to resist bearing capacity failures, have
settlements that are tolerable, and resist the environmental forces that the foundation may be
subjected to over the life of the structure. The soil bearing capacity is the soil’s ability to support
loads without plunging into the soil profile. Bearing capacity failures are analogous to shear
failures in structural design and are usually sudden and catastrophic.
Based on the results of the SPT borings and cone soundings performed at the site, structure
foundations may be designed using a maximum allowable soil bearing pressure of 2,500 psf.
Shallow foundations should be embedded a minimum of 12 inches below final grade measured
from the lowest adjacent grade. Isolated column footings should be at least 24 inches in width.
Continuous strip footings should have a width of at least 16 inches regardless of contact
pressure.
Once site preparation has been performed in accordance with the recommendations described
in this report, the soils should readily support the proposed structures bearing upon properly
designed and constructed shallow foundation systems. If monolithic slab foundations are not
designed for the townhome structures, the footings and columns should be structurally
separated from the floor slabs, as they will be loaded differently and at different times.
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10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 11 of 17
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3.5 Settlement Estimates
Post construction settlements of the structures will be influenced by several interrelated factors,
including (1) subsurface soil stratification and the strength/compressibility characteristics, (2)
footing size, bearing level, applied loads, and resulting bearing pressure beneath the footings,
and (3) the site preparation and earthwork construction techniques used by the contractor. Our
settlement estimates for the proposed construction are based on the use of the site preparation
and earthwork construction methods as recommended in this report. Any deviation from these
recommendations could result in an increase in the estimated post-construction settlements of
the proposed construction.
We expect the majority of settlement to occur in an elastic manner and fairly rapidly during
construction. Using the recommended maximum bearing pressure, the assumed maximum
structural loads, and the field test data that we have correlated geotechnical strength and
compressibility characteristics of the subsurface soils, we estimate that total settlements of the
structures could be on the order of one (1) inch or less.
Differential settlements result from differences in applied bearing pressures and variations in the
compressibility characteristics of the subsurface soils. Because of the general uniformity of the
subsurface conditions and the recommended site preparation and earthwork construction
methods presented in this report, we anticipate that differential settlements of the structures
should be within tolerable magnitudes (0.5 inch or less).
3.6 Ground Floor Slabs
Ground floor slabs may be constructed upon existing grade or on granular fill following
completion of the foundation site preparation and fill placement procedures outlined in this
report. We recommend that a modulus of subgrade reaction (k) of 150 pounds per cubic inch
(pci) be considered during design. If monolithic slab foundations are not designed for the
structures, the ground floor slabs should be structurally separated from walls and columns to
allow for differential vertical movement.
Excessive moisture vapor transmission through foundation slabs can result in damage to floor
coverings as well as cause other deleterious affects. An appropriate moisture vapor barrier
should be placed beneath the slabs to reduce moisture vapor from entering the buildings
through the slabs. The barriers should be installed in general accordance with applicable ASTM
procedures including sealing around pipe penetrations and at the foundation edges.
3.7 Retaining Wall Soil Design Parameters
Retaining walls that are free to rotate at the top should be designed to resist active lateral earth
pressures. GFA recommends the following soil parameters be considered during wall design.
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GFA Project No. 18-8858.00 Page 12 of 17
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Table 3.7.1 – Soil Design Parameters
Design Parameter Description Recommended Value
Active Earth Pressure Coefficient Ka 0.33
Passive Earth Pressure Coefficient Kp (SF = 3.0 provided) 2.4
Hydrostatic Pressure for Design γw 62.4
Coefficient of Friction Between Concrete and In-Situ Soils 0.35
Modulus of Subgrade Reaction Kv 150 pci
Dry Unit Weight of Soil γd 105 pcf
Wet Unit Weight of Soil γwet 115 pcf
The earth pressure coefficients presented in Table 3.7.1 assume the wall backfill will consist of
granular soils having less than 5 percent fines (i.e., soils having a USCS classification of SP).
In addition, the lateral forces acting upon the wall resulting from any surface surcharge loads
should be considered during design.
The wall should be designed to have a minimum factor of safety against overturning of 2.
Similarly, the wall should have a minimum factor of safety against sliding of 1.5. GFA
recommends that any anticipated hydrostatic pressures along the back sides of the wall be
included in the design earth pressures.
3.8 Dewatering and Site Excavations
Based on the groundwater levels encountered in the borings at the time of our field exploration,
areas of dewatering may be required for the successful construction of this project. Deeper
excavations may require well points and/or sock drains to control the groundwater table.
Regardless of the method(s) used, we recommend drawing down the water level at least 2 feet
below the bottom of excavations. The actual method(s) of dewatering should be determined by
the contractor. The design and discharge of the dewatering system must be performed in
accordance with applicable regulatory criteria (i.e. water management district, etc.) and
compliance with such criteria is the sole responsibility of the contractor.
In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its “Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P.” This document was issued to better
ensure the safety of workers entering trenches or excavations. It is mandated by this federal
regulation that all excavations, whether they be utility trenches, basement excavations, or
footing excavations, be constructed in accordance with the OSHA guidelines.
The contractor is solely responsible for designing and constructing stable temporary
excavations and should shore, slope, or bench the sides of any excavations deeper than 4 feet
as required to maintain stability of both the excavation sides and bottom. The contractor’s
responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the
SeaGlass Development Geotechnical Exploration Report
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GFA Project No. 18-8858.00 Page 13 of 17
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excavations as part of the contractor’s safety procedures. In no case should slope height, slope
inclination, or excavation depth, including utility trench excavation depth, exceed those specified
in local, state, and federal safety regulations.
GFA is providing this information solely as a service to our client. GFA is not assuming
responsibility for construction site safety or the contractor’s activities. Such responsibility is not
being implied and should not be inferred.
4.0 PAVEMENT DESIGN AND CONSTRUCTION CONSIDERATIONS
4.1 Pavement Design Sections
Pavement sections were designed considering assumed traffic loading and previous experience
with similar projects. Flexible pavement sections in this geographic area typically consist of an
asphaltic wearing course, a base course, and a stabilized subgrade layer. Rigid pavements are
constructed either directly upon prepared soil subgrades or upon a base course and stabilized
subgrade for heavier loads.
Based on our experience in the area and the assumed traffic loading criteria, recommended
pavement section thicknesses are provided in Table 4.1.1 below.
Table 4.1.1 - Design Pavement Sections
Pavement
Type Layer Material Description Layer Thickness
Light Duty Heavy Duty
Flexible
(A) Asphalt Wearing Surface
FDOT SP-9.5 or SP-12.5 1.5 2.5
(B)
Crushed base (minimum LBR of 100),
compacted to 98 percent of modified
Proctor maximum dry density
6 8
(SSG)
Stabilized subgrade (minimum LBR of
40), compacted to 98 percent of
modified Proctor maximum dry density
12 12
STRUCTURAL NUMBER (SN) 2.7 3.5
Rigid
(C) FDOT Portland Cement Concrete NA 8
(B)
Crushed base (minimum LBR of 100),
compacted to 98 percent of modified
Proctor maximum dry density
NA -
(CSG)
Soil subgrade compacted to 98
percent of modified Proctor maximum
dry density
NA 12
4.2 Compacted Subgrade or Embankment Fill
The subgrade or embankment fill is the layer that supports the structural pavement section.
Subgrade and embankment fill should be constructed following the criteria and procedures
presented in Section 4.9 of this report.
SeaGlass Development Geotechnical Exploration Report
10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 14 of 17
____________________________________________________________________________________
4.3 Stabilized Subgrade
The stabilized subgrade is the portion of the pavement section between the compacted
subgrade or embankment fill and the base course. We recommend that subgrade material be
compacted to at least 98 percent of modified Proctor maximum dry density (AASHTO T-180).
The stabilized subgrade material should have a minimum Limerock Bearing Ratio (LBR) value
of 40. Alternatively, the pavement section can be designed using the native on-site soils and
consequently, a lower LBR value. In this case, an LBR test of the native soils should be
performed and incorporated into a modified pavement design. Compliance tests should be
performed upon the stabilized subgrade for full depth at a frequency of one test per 5,000
square feet, or at a minimum of two test locations, whichever is greater.
4.4 Base Course
The base course is the portion of the pavement section between the surface course and
stabilized subgrade. In areas where separation of at least 1.5 feet between the estimated wet
seasonal high groundwater table and the bottom of the base material occurs, we recommend
the base course be limerock or cemented coquina having a minimum Limerock Bearing Ratio
(LBR) value of 100. The base material should be obtained from an approved source. The base
material should be placed in maximum 6-inch thick lifts and compacted to at least 98 percent of
modified Proctor maximum dry density (AASHTO T-180).
If the separation between the estimated wet seasonal high groundwater table and the bottom of
the base material is less than 1.5 feet, we recommend that asphaltic concrete base (FDOT SP-
12.5) be used in lieu of limerock or cemented coquina. The subgrade should be mechanically
stabilized (compacted) to a minimum of 98 percent of modified Proctor maximum dry density
(AASHTO T-180). Compliance tests should be performed on the base course at a frequency of
one test per 5,000 square feet, or a minimum of two test locations, whichever is greater.
4.5 Flexible (Asphalt) Pavement
Asphalt pavement should consist of either FDOT SP-9.5 or SP-12.5 asphaltic concrete. The
mixes should be a current FDOT approved design for the materials used for the project.
Samples of the materials delivered to the project should be tested to verify that the aggregate
gradation and asphalt content satisfies the mix design specifications.
The asphalt should be compacted to meet the requirements of the latest edition of the FDOT
Standard Specifications for Road and Bridge Construction. Compliance tests should be
performed by obtaining cores to evaluate material thickness and density at a frequency of one
test per 10,000 square feet, or a minimum of two test locations, whichever is greater.
4.6 Rigid (Concrete) Pavement
Rigid pavements should be constructed using concrete having a minimum 28-day compressive
strength of 4,000 psi. Fill required to raise grades in pavement areas should be compacted to at
least 98 percent of modified Proctor maximum dry density (AASHTO T-180).
SeaGlass Development Geotechnical Exploration Report
10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 15 of 17
____________________________________________________________________________________
The pavement slabs should be reinforced to make them as rigid as practical. Proper joints
should be provided at the junctions of slabs so that a small amount of independent movement
can without causing structural damage. Construction and control joints should be accordance
with current American Concrete Institute (ACI) and industry practices.
The pavement sections presented in this report are minimum pavement section thicknesses
typically used for similar type projects. The pavement materials and construction procedures
should conform to FDOT, ACI, or appropriate city/county requirements.
4.7 Effects of Water
Premature pavement section deterioration can occur due to intrusion of the wet season high
groundwater table and/or improper surface water runoff management. We recommend the
pavement areas be constructed to have a minimum separation of 1.5 feet between the wet
season high groundwater table and the base course, regardless of the type of base material. In
addition, we recommend that full-depth curb sections be designed and constructed. Using either
extruded curb sections, which lie directly on top of the final surface course, or eliminating the
curbing entirely, may allow runoff and/or irrigation water to migrate between the base and
surface course. This condition can result in the separation of the surface course from the base
course, causing a rippling effect, which results in premature deterioration of the pavement.
4.8 Construction Traffic
Incomplete pavement sections or pavement areas designed for light duty traffic will not
perform satisfactorily under typical construction traffic loadings. We recommend that all
construction traffic (i.e., construction equipment, vehicles, etc.) either be re-routed away from
these areas or the pavement sections be designed to support construction phase loading
conditions.
4.9 Pavement Site Preparation
Our recommendations for preparation of the site for pavement construction are noted below.
This approach to improving and maintaining site soils has been found to be successful with
similar soil conditions.
1. Initial site preparation should consist of performing dewatering operations (if necessary)
prior to any earthwork.
2. The proposed construction limits should be cleared, stripped, and grubbed of all
construction debris and existing topsoil, vegetation, and associated root systems to a depth
of their vertical reaches. This should be performed within and to a distance of 5 feet beyond
the limits of the pavement areas.
SeaGlass Development Geotechnical Exploration Report
10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 16 of 17
____________________________________________________________________________________
3. Prior to initiating fill operations, the existing ground surface should be compacted (proof
rolled) using a steel drum vibratory roller having sufficient static weight and vibratory impact
energy to achieve the required compaction. After completing the proof rolling, density tests
should be performed at a frequency of one test per 5,000 square feet, or at a minimum of
two test locations, whichever is greater, to confirm a minimum compaction compliance of 98
percent of modified Proctor maximum dry density (AASHTO T-180).
4. Should the roadway subgrade soils become wet and unstable due to excessive rainfall,
groundwater intrusion, or the presence of silty/clayey soils, the unsuitable soils may be
undercut and replaced using FDOT No. 57 stone, a sand/rock mixture, or equivalent backfill.
Alternatively, it may be possible to place fill until a stable unyielding condition is achieved,
and the fill is compacted to meet the density criteria. However, if the fill areas remain
unstable and compaction cannot be achieved, then the fill should be removed, and
underlying soils excavated and replaced with clean sand to such a depth required to achieve
a stable, unyielding condition that also meets the compaction criteria.
5. Fill material should be inorganic (classified as SP/GW) containing not more than 5 percent
(by weight) fibrous organic materials. Fill material having silt/clay-size fines contents
greater than 5 percent should not be used, including cyclone sand material. The fill
should be placed in maximum 12-inch thick lifts. Each lift should be compacted to a
minimum density of 98 percent of modified Proctor maximum dry density (AASHTO T-180).
6. Compliance density tests should be performed within the fill at a frequency of not less than
one test per 5,000 square feet per lift, or at a minimum of two test locations, whichever is
greater.
7. Representative samples of both on-site and import materials proposed for use as fill should
be obtained and tested to determine compliance with the project specifications. The testing
should include moisture-density relations (AASHTO T-180) and particle size analysis.
8. The contractor should consider the final contours and grades as established by the site
grading, paving, and drainage plans when executing backfilling and compaction operations.
5.0 REPORT LIMITATIONS
This consulting report has been prepared for the exclusive use of SeaGlass Ocean Drive
Development, LLC and members of the design team for the SeaGlass Development project
located in Jensen Beach, Florida. This report has been prepared in accordance with generally
accepted local geotechnical engineering practices; no other warranty is expressed or implied.
The evaluation submitted in this report is based in part upon the data collected during a field
exploration. However, the nature and extent of variations throughout the subsurface profile may
not become evident until construction. If variations then appear evident, it may be necessary to
reevaluate information and professional opinions as provided in this report. In the event
changes are made in the nature, design, or location of the proposed structures, the evaluation
and opinions contained in this report should not be considered valid unless the changes are
reviewed, and conclusions modified or verified in writing by GFA.
SeaGlass Development Geotechnical Exploration Report
10101 S Ocean Drive, Jensen Beach, Florida February 28, 2020
GFA Project No. 18-8858.00 Page 17 of 17
____________________________________________________________________________________
GFA should be provided the opportunity to review the final foundation plans and specifications
to determine if GFA’s recommendations have been properly interpreted, communicated, and
implemented. If GFA is not afforded the opportunity to participate in construction related aspects
of foundation installation as recommended in this report or any report addendum, GFA cannot
accept responsibility for the interpretation of our recommendations made in this report or in a
report addendum for foundation performance.
6.0 BASIS FOR RECOMMENDATIONS
The analysis and recommendations submitted in this report are based on the data obtained
from the borings performed at the locations indicated on the Test Location Plan in Appendix B.
This report does not reflect any variations which may occur between borings. While the borings
are representative of the subsurface conditions at their respective locations and for their vertical
reaches, local variations characteristic of the subsurface soils of the region are anticipated and
may be encountered. The delineation between soil types shown on the boring logs is
approximate and the descriptions represent our interpretation of the subsurface conditions at
the designated boring locations on the specific dates drilled.
Any third-party reliance of our geotechnical report or parts thereof is strictly prohibited without
the expressed written consent of GFA International, Inc. The applicable SPT methodology
(ASTM D 1586) and auger boring methodology (ASTM D 1452) used in performing our borings,
and for determining penetration resistance, is specific to the sampling tools utilized and does not
reflect the ease or difficulty to advance other tools or materials.
Appendix A - Vicinity Map
Site Vicinity Map
SeaGlass Development
10101 S Ocean Drive, Jensen Beach, Florida
PROJECT NO: 18-8858.00 DRAFTED BY: JR REVIEWED BY: JK DATE: 2/19/2020
gfhgfghfgh
N
Site Location
Appendix B - Test Location Plan
_
N Test Location Plan SeaGlass Development 10101 S Ocean Drive, Jensen Beach, Florida Proposal: 18-8858.00 Drafted By: JR Reviewed By: JK Date: 2/19/2019 Legend
20’ Standard Penetration Test Boring Locations
6’ Auger Boring Locations Exfiltration Test Location
15’ Retaining Wall Standard Penetration Test Boring Locations
Test Location Plan: SeaGlass Development
AB-1
AB-2
AB-3
AB-4
B-12
B-13
B-11
B-10
B-5
B-6
B-7 B-8
B-9
EX-1
B-1
B-2
B-3
B-4
B-15
B-14
B-16
B-17
B-18
B-19
Appendix C - Notes Related to Borings
NOTES RELATED TO BORING RECORDS AND GENERALIZED SUBSURFACE PROFILES
1. Groundwater levels (if encountered) were recorded either during or following the boring completion on
the date indicated. Fluctuations in groundwater levels are common - see the report text for a discussion.
2. The boring locations were identified in the field by estimated distances and offsets from existing reference
marks and/or other site landmarks.
3. The completed boreholes were backfilled to adjacent site grade using drilling spoils and patched with
asphalt cold mix in pavement areas.
4. The Log of Boring records represent our interpretation of soil conditions based on visual classification of
the soil samples recovered from the borings.
5. The Log of Boring records are subject to the limitations, conclusions, and recommendations presented in
the report text.
6. The Standard Penetration Test (SPT) N-values contained on the Log of Boring records refer to the total
blow counts of a 140-pound drop hammer falling 30 inches required to drive a split-barrel sampler a total
distance of 12 inches into soil strata at specific depth intervals.
7. The Hand Cone Penetrometer (HCP) values contained on Log of Boring records and the Cone
Penetration Test (CPT) values contained on the Cone Penetration Sounding logs refer to the cone tip
resistance recorded when pushing the cone tip into the soil strata at specific depth intervals.
8. The soil and/or rock strata interfaces shown on the Log of Boring records are approximate and may vary
from those shown on the logs. The soil and/or rock descriptions shown on the Log of Boring records refer
to conditions at the specific location tested. Soil/rock conditions may vary between test locations.
9. Relative density for coarse-grained soils (sands/gravels) and consistency for fine-grained soils (silts/clays)
are described as follows:
Coarse Grained Soils (Sands and Gravels) Fine Grained Soils (Silts and Clays)
SPT N-Value HCP Value (kg/cm2) CPT Value (tsf) Relative Density SPT N-Value HCP Value (kg/cm2) CPT Value (tsf) Consistency
0-4 0-16 0-20 Very Loose 0-2 0-20 0-3 Very Soft 5-10 17-36 21-40 Loose 3-4 21-35 4-6 Soft
11-30 37-116 41-120 Med. Dense 5-8 >35 7-12 Firm
31-50 117-196 121-200 Dense 9-15 13-25 Stiff
>50 > 196 >200 Very Dense 16-30 26-50 Very Stiff
>30 >50 Hard
10. Grain size descriptions are as follows:
Description Particle Size Limits
Boulder Greater than 12 inches Cobble 3 to 12 inches
Coarse Gravel 3/4 to 3 inches
Fine Gravel No. 4 sieve to 3/4 inch
Coarse Sand No. 10 to No. 4 sieve
Medium Sand No. 40 to No. 10 sieve
Fine Sand No. 200 to No. 40 sieve
Fines (Silt/Clay) Smaller than No. 200 sieve
11. Definitions for modifiers used in soil/rock descriptions:
Proportion Modifier Approximate Root Diameter Modifier
<5% Trace Less than 1/32" Fine roots
5% to 12% Little 1/32" to 1/4” Small roots
12% to 30% Some 1/4” to 1" Medium roots
30% to 50% And Greater than 1" Large roots
Organic Soils: Soils containing vegetative tissue in various stages of decomposition having a fibrous to amorphous
texture. Usually having a dark brown to black color and an organic odor.
Organic Content Modifiers: <25%: Slightly to Highly Organic; 25% to 75%: Muck; >75%: Peat
Appendix D - Log of Boring Records
3
5
6
7
4
3
4
4
2
3
3
5
5
8
10
12
7
10
13
13
3
3
4
Brown fine sand, little silt, trace shell (SP)
Brown-gray fine sand, trace shell (SP)
Dark brown-gray fine sand with silt, little wood debris (SP-SM)
Gray fine sand, little shell (SP)
Brown fine sand, little to some shell (SP)
Bottom of borehole at 15.0 feet.
2.0
4.0
6.0
9.0
15.0
1
2
3
4
5
6
11
7
6
18
23
7
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER PM/CM
DRILL RIG GeoProbe
METHOD SPT
HOLE DEPTH 15 ft
DATE STARTED 2/5/20 COMPLETED 2/5/20
AT TIME OF DRILLING 3.00 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-1
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)2.5
5.0
7.5
10.0
12.5
15.0 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:02 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS. 15 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
2
3
3
5
4
6
6
8
3
3
4
4
3
5
7
8
6
10
11
15
9
12
17
Brown fine sand, little silt, trace shell (SP)
Dark brown-gray fine sand, little silt, trace shell (SP)
Dark gray fine sand, little silt (SP)
Brown-gray fine sand, trace shell (SP)
Bottom of borehole at 15.0 feet.
3.5
5.0
6.0
15.0
1
2
3
4
5
6
6
12
7
12
21
29
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER PM/CM
DRILL RIG GeoProbe
METHOD SPT
HOLE DEPTH 15 ft
DATE STARTED 2/5/20 COMPLETED 2/5/20
AT TIME OF DRILLING 4.10 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-2
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)2.5
5.0
7.5
10.0
12.5
15.0 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:02 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS. 15 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
2
7
7
8
6
9
7
5
5
7
10
9
5
10
14
20
8
10
13
12
5
11
7
Brown fine sand, trace silt and shell (SP)
Dark gray silty fine sand (SM)
Dark gray fine sand with silt (SP-SM)
Light brown-gray fine sand, little silt, trace rock (SP)
Light brown fine sand, trace silt (SP)
Light brown fine sand, trace shell (SP)
Bottom of borehole at 15.0 feet.
1.5
2.5
4.0
7.0
13.5
15.0
1
2
3
4
5
6
14
16
17
24
23
18
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER PM/CM
DRILL RIG GeoProbe
METHOD SPT
HOLE DEPTH 15 ft
DATE STARTED 2/5/20 COMPLETED 2/5/20
AT TIME OF DRILLING 4.00 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-3
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)2.5
5.0
7.5
10.0
12.5
15.0 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:02 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS. 15 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
2
6
8
12
5
8
10
10
3
4
5
5
3
6
9
12
8
13
14
16
8
10
10
Brown-gray fine sand, trace silt (SP)
Dark brown fine sand with silt (SP-SM)
Dark gray fine sand, little silt (SP)
Gray fine sand, trace shell (SP)
Light brown fine sand, trace to little shell (SP)
Bottom of borehole at 15.0 feet.
2.0
5.0
7.0
9.0
15.0
1
2
3
4
5
6
14
18
9
15
27
20
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER PM/CM
DRILL RIG GeoProbe
METHOD SPT
HOLE DEPTH 15 ft
DATE STARTED 2/5/20 COMPLETED 2/5/20
AT TIME OF DRILLING 4.20 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-4
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)2.5
5.0
7.5
10.0
12.5
15.0 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:02 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS. 15 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
2
4
9
10
6
6
10
13
3
3
5
3
4
5
6
7
14
14
15
17
17
26
24
11
14
10
Topsoil (1")
Brown fine sand, trace silt and shell (SP)
Gray fine sand, little shell, trace silt (SP)
Dark gray silty fine sand, some wood debris (SM-OL)
Gray fine sand with silt, trace rock (SP-SM)
Gray fine sand, little shell (SP)
Light brown fine sand, trace shell (SP)
Bottom of borehole at 20.0 feet.
0.1
2.0
4.0
6.0
8.0
13.5
20.0
1
2
3
4
5
6
7
13
16
8
11
29
50
24
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER JB/SP/CM
DRILL RIG Simco
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/7/20 COMPLETED 2/7/20
AT TIME OF DRILLING 4.70 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-5
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:09 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
1
3
5
8
8
6
7
5
2
3
4
4
2
2
8
9
6
12
15
15
15
21
23
14
15
17
Topsoil (1")
Brown fine sand with silt (SP-SM)
Dark brown-gray fine sand, little silt and shell, trace wood (SP)
Dark gray fine sand with silt (SP-SM)
Gray fine sand, little shell (SP)
Light brown fine sand, trace to little shell (SP)
Bottom of borehole at 20.0 feet.
0.1
2.0
4.0
7.0
9.0
20.0
1
2
3
4
5
6
7
8
13
7
10
27
44
32
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER JB/SP/CM
DRILL RIG Simco
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/7/20 COMPLETED 2/7/20
AT TIME OF DRILLING 4.90 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-6
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:09 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
3
5
9
11
4
5
5
6
3
5
5
6
3
5
7
10
3
6
10
13
5
11
13
5
7
9
Light brown fine sand, trace shell (SP)
Dark brown-gray fine sand with silt (SP-SM)
Dark gray fine sand, trace shell (SP)
Gray fine sand (SP)
Brown-gray fine sand, trace shell (SP)
Light brown fine sand, little to some shell (SP)
Bottom of borehole at 20.0 feet.
2.0
5.0
7.0
9.0
13.5
20.0
1
2
3
4
5
6
7
14
10
10
12
16
24
16
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER PM/EN
DRILL RIG GeoProbe
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/11/20 COMPLETED 2/11/20
AT TIME OF DRILLING 4.50 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-7
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:09 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
3
7
14
20
8
10
14
12
3
4
4
5
4
6
7
7
10
20
25
20
15
16
16
13
13
13
Topsoil (1")
Dark brown-gray fine sand, little silt and rock (SP)
Dark brown-gray fine sand with silt (SP-SM)
Dark gray fine sand, little silt, trace shell (SP)
Gray fine sand, trace shell (SP)
Brown-gray fine sand, trace shell (SP)
Light brown fine sand with shell (SP)
Bottom of borehole at 20.0 feet.
0.1
2.0
4.0
6.0
9.0
13.5
20.0
1
2
3
4
5
6
7
21
24
8
13
45
32
26
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER JB/SP/CM
DRILL RIG Simco
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/7/20 COMPLETED 2/7/20
AT TIME OF DRILLING 4.90 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-8
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:09 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
1
2
4
12
12
13
10
19
9
12
11
21
9
9
15
15
12
14
16
18
11
15
10
4
10
11
Light brown fine sand, trace silt (SP)
Dark brown fine sand with silt , little wood debris (SP-SM)
Brown-gray fine sand, trace silt and shell (SP)
Light brown fine sand (SP)
Light brown fine sand, some shell (SP)
Bottom of borehole at 20.0 feet.
2.0
4.0
7.0
18.5
20.0
1
2
3
4
5
6
7
6
23
23
24
30
25
21
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER JB/SP/CM
DRILL RIG Simco
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/7/20 COMPLETED 2/7/20
AT TIME OF DRILLING 5.50 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-9
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:09 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
3
5
6
4
4
7
11
11
4
4
9
12
2
6
8
10
1
3
5
10
5
5
6
4
6
8
Brown fine sand, little shell, trace silt (SP)
Dark brown-gray fine sand with silt (SP-SM)
Gray fine sand, trace silt and shell (SP)
Light brown fine sand, trace to little shell (SP)
Light brown fine sand with shell (SP)
Bottom of borehole at 20.0 feet.
1.0
5.0
7.0
13.5
20.0
1
2
3
4
5
6
7
11
18
13
14
8
11
14
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER PM/CM
DRILL RIG GeoProbe
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/5/20 COMPLETED 2/5/20
AT TIME OF DRILLING 4.30 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-10
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:08 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
2
4
11
15
9
16
17
19
11
11
11
10
4
5
6
6
10
10
14
15
16
14
13
9
15
13
Brown fine sand, trace silt and shell (SP)
Gray fine sand, trace silt and shell (SP)
Brown-gray fine sand, trace shell (SP)
Light brown fine sand, little to some shell (SP)
Bottom of borehole at 20.0 feet.
3.0
5.0
7.0
20.0
1
2
3
4
5
6
7
15
33
22
11
24
27
28
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER JB/SP/CM
DRILL RIG Simco
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/7/20 COMPLETED 2/7/20
AT TIME OF DRILLING 5.00 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-11
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:08 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
2
8
13
14
15
20
17
25
10
11
10
11
6
8
11
11
10
12
13
15
12
11
10
9
10
11
Topsoil (1")
Brown-gray fine sand, trace silt and shell (SP)
Dark brown fine sand with silt (SP-SM)
Brown-gray fine sand, trace silt and shell (SP)
Light brown fine sand, little to some shell (SP)
Bottom of borehole at 20.0 feet.
0.1
3.0
5.0
7.0
20.0
1
2
3
4
5
6
7
21
37
21
19
25
21
21
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER JB/SP/CM
DRILL RIG Simco
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/7/20 COMPLETED 2/7/20
AT TIME OF DRILLING 5.50 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-12
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:08 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
2
4
10
10
9
10
14
16
5
8
12
13
10
12
15
15
6
10
15
20
6
9
8
5
6
5
Brown fine sand, little clay (SP)
Brown-gray fine sand with silt, trace shell (SP-SM)
Gray fine sand, little silt (SP)
Gray fine sand, trace silt (SP)
Light brown fine sand, trace to some shell (SP)
Bottom of borehole at 20.0 feet.
2.0
4.0
6.0
9.0
20.0
1
2
3
4
5
6
7
14
24
20
27
25
17
11
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER PM/EN
DRILL RIG GeoProbe
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/11/20 COMPLETED 2/11/20
AT TIME OF DRILLING 4.50 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-13
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:08 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
3
4
7
8
8
12
17
14
5
7
7
7
1
2
1
1
1
4
5
7
15
19
14
10
10
10
Dark brown fine sand, trace silt (SP)
Brown-gray fine sand, trace shell (SP)
Gray fine sand, trace shell (SP)
Dark brown fine sand with silt, few organics (SP-SM)
Gray fine sand, little shell (SP)
Light brown fine sand, little to some shell (SP)
Bottom of borehole at 20.0 feet.
3.0
5.0
7.5
8.0
13.5
20.0
1
2
3
4
5
6
7
11
29
14
3
9
33
20
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER JB/SP/CM
DRILL RIG Simco
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/7/20 COMPLETED 2/7/20
AT TIME OF DRILLING 5.00 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-14
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:08 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
1
4
5
6
4
4
8
13
5
6
7
10
3
5
9
11
7
12
15
16
20
17
14
14
12
13
Brown fine sand, little silt (SP)
Dark brown silty fine sand, trace wood debris (SM)
Brown-gray fine sand, trace shell (SP)
Light bown fine sand, trace to little shell (SP)
Light brown fine sand, some shell (SP)
Bottom of borehole at 20.0 feet.
2.0
4.0
7.0
18.5
20.0
1
2
3
4
5
6
7
9
12
13
14
27
31
25
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER JB/SP/CM
DRILL RIG Simco
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/6/20 COMPLETED 2/6/20
AT TIME OF DRILLING 4.10 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-15
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:08 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
3
6
12
13
7
12
18
23
14
25
20
19
7
11
13
15
8
10
13
13
11
12
13
3
9
11
Brown fine sand, trace silt and shell (SP)
Dark gray fine sand with silt, little wood (SP-SM)
Light brown-gray fine sand, trace shell (SP)
Light brown fine sand, trace to little shell (SP)
Bottom of borehole at 20.0 feet.
2.0
5.0
8.0
20.0
1
2
3
4
5
6
7
18
30
45
24
23
25
20
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER JB/SP/CM
DRILL RIG Simco
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/6/20 COMPLETED 2/6/20
AT TIME OF DRILLING 4.30 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-16
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:09 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
2
5
8
11
5
9
18
9
3
2
3
4
6
10
12
15
5
9
15
13
13
14
14
11
9
10
Light brown fine sand, trace silt (SP)
Brown-gray fine sand, trace shell (SP)
Dark gray silty fine sand, little shell (SM)
Brown-gray fine sand (SP)
Ligth brown fine sand, little to some shell (SP)
Bottom of borehole at 20.0 feet.
2.0
4.0
6.0
9.0
20.0
1
2
3
4
5
6
7
13
27
5
22
24
28
19
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER JB/SP/CM
DRILL RIG Simco
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/6/20 COMPLETED 2/6/20
AT TIME OF DRILLING 4.70 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-17
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:09 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
3
7
8
8
8
7
5
3
2
4
3
3
2
5
12
9
7
12
12
13
16
10
10
17
12
12
Brown fine sand, trace silt (SP)
Dark gray silty fine sand, some wood (SM-OL)
Dark gray silty fine sand (SM)
Gray fine sand, trace shell (SP)
Light brown fine sand, some shell (SP)
Bottom of borehole at 20.0 feet.
2.0
5.0
7.0
13.5
20.0
1
2
3
4
5
6
7
15
12
7
17
24
20
24
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER JB/SP/CM
DRILL RIG Simco
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/6/20 COMPLETED 2/6/20
AT TIME OF DRILLING 4.80 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-18
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:09 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
1
3
5
10
9
9
10
12
3
8
5
9
4
6
7
10
8
12
13
15
3
5
7
6
7
8
Brown fine sand, little silt, trace rock (SP)
Brown-gray fine sand, trace shell (SP)
Dark gray fine sand with silt, little shell (SP-SM)
Gray fine sand, trace shell (SP)
Light brown fine sand, little to some shell (SP)
Bottom of borehole at 20.0 feet.
2.0
5.0
7.0
9.0
20.0
1
2
3
4
5
6
7
8
19
13
13
25
12
15
HAMMER TYPE
HOLE DIAMETER 3 in
DRILLER JB/SP/CM
DRILL RIG Simco
METHOD SPT
HOLE DEPTH 20 ft
DATE STARTED 2/6/20 COMPLETED 2/6/20
AT TIME OF DRILLING 4.20 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR GFA International Inc.
LATITUDE LONGITUDE
SAMPLEGRAPHICLOGBLOWCOUNTSMATERIAL DESCRIPTION
SAMPLENUMBERN VALUEPROJECT NUMBER 18-8858.00 PROJECT LOCATION 10101 S Ocean Drive, Jensen Beach, FL 34957
PROJECT NAME SeaGlass Development
LOG OF BORING B-19
PAGE 1 OF 1
CLIENT SeaGlass Ocean Drive Development, LLC
DEPTH(ft)5
10
15
20 MOISTURECONTENT (%)FINESCONTENT (%)ORGANICCONTENT (%)SPT LOGS - GFA DATA TEMPLATE.GDT - 2/28/20 08:09 - P:\PROJECTS\2018\18-8858.00 - SEAGLASS DEVELOPMENT - JENSEN GEO\GEO\APPENDICES NORMAL\SPT LOGS - 20 FT.GPJGFA International, Inc.
607 NW Commodity Cove
Port Saint Lucie, Florida 34986
(772) 924-3575
Appendix E – Hydraulic Conductivity Tests
Since 1988
Florida’s Leading Engineering Source
EXFILTRATION TEST REPORT
South Florida Water Management District - Usual Open Hole Test
Client: SeaGlass Ocean Drive Development, LLC
Project No:
Report No:
18.8858.00
Project: SeaGlass Development
10101 S Ocean Drive
Jensen Beach, FL
Test Date:
Technicians:
01/10/2020
CM
SOIL PROFILE
Test Location: EX-1
Depth (feet) Soil Description HCP
0 – 3 Brown fine sand, little silt and rocks (SP) 80+
3 – 5 Dark gray fine sand with silt, few organics (SP-SM) 80+
5 – 6 Gray fine sand, little shell (SP) 80+
80+
80+
80+
Depth to Water Table from Ground Surface (feet) 5
CALCULATION OF HYDRAULIC CONDUCTIVITY
Ground Surface Water level for test
H2
Water Table
Ds
K = 4Q
πd(2H22 + 4H2DS + H2d)
K Hydraulic Conductivity
(cfs/ ft2 – ft head) 1.10 x 10-03
Q Stabilized Flow Rate
(cubic ft per second) 2.07 x 10-02
d Diameter of Test Hole
(feet) 0.33
H2 Depth to Water Table
(feet) 5
DS Saturated Hole Depth
(feet) 1
Notes:
d
Appendix F - Discussion of Soil Groups
DISCUSSION OF SOIL GROUPS
COARSE GRAINED SOILS
General. A soil is classified as coarse-grained if more than 50 percent of a representative
sample of the material is retained on the No. 200 sieve.
GW and SW Groups. These groups comprise well-graded gravelly and sandy soils
containing little or no plastic fines (less than 5 percent passing the No. 200 sieve). The low
fines content does not noticeably change the shear strength characteristics of these soils
and does not interfere with their free-draining characteristics.
GP and SP Groups. Poorly graded gravels and sands containing little or no plastic fines
(less than 5 percent passing the No. 200 sieve) are in the GP and SP groups. The
materials can be called uniform gravels, uniform sands, or non-uniform mixtures of very
coarse materials and very fine sand, with intermediate sizes lacking (sometimes called
skip-graded, gap-graded, or step-graded). This last group often results from borrow pit
excavation in which gravel and sand layers are mixed.
GM and SM Groups. In general, the GM and SM groups comprise gravels or sands with
fines (more than 12 percent passing the No. 200 sieve) having little or no plasticity. The
plasticity index and liquid limit of soils in these groups plot below the “A” line on the
plasticity chart. The gradation of the material is not considered significant and both well
and poorly graded materials are included.
GC and SC Groups. In general, the GC and SC groups comprise gravelly or sandy soils
containing fines (more than 12 percent passing the No, 200 sieve) having plasticity
characteristics. The plasticity index and liquid limit of soils in these groups plot above the
“A” line on the plasticity chart.
FINE GRAINED SOILS
General. A soil is classified as fine-grained if more than 50 percent of a representative
sample of the material passes the No. 200 sieve.
ML and MH Groups. These groups comprise inorganic silts (ML) and elastic silts (MH)
having either low (L) or high (H) liquid limits, respectively. ML soils have a liquid limit of
less than 50 while MH soils have a liquid limit of 50 and greater. Silts and elastic silts can
also contain varying amounts of sand and gravel. Also included in this group are loess
sediments and rock flours.
CL and CH Groups. These groups comprise low plasticity (lean) clays (CL) and medium
to high plasticity (fat) clays (CH) having either low (L) or high (H) liquid limits, respectively.
CL soils have a liquid limit of less than 50 while CH soils have a liquid limit of 50 and
greater. The low plasticity clays can also be sandy clays or silty clays. The moderate to
high plasticity clays can also be sandy clays and include some volcanic clays.
OL and OH Groups. These groups comprise organic silts and clays. The soils are
characterized by the presence of organic odor and/or dark color. The OL and OH soils
are differentiated by determining and comparing their liquid limit values before and after
oven drying representative soil samples.
HIGHLY ORGANIC SOILS
The highly organic soils are usually very soft and compressible and have undesirable
construction characteristics. Particles of leaves, grasses, branches, or other fibrous
vegetative matter are common components of these soils. They are not subdivided and
are classified into one group with the symbol PT. Peat humus and swamp soils with a
highly organic texture are typical soils of the group.