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REVIEWED FOR
Mr. Barret Englert.-ODF- COPLIAN
47 Aqua Ra DriveCIE COUNT
Jensen Beach, Flori . a ° BOCc
Subject: Report of Geotechnical Exploration
Englert Residence Pool
47 Aqua Ra Drive, Jensen Beach, Florida
UES Project No. 3330.2100323.0000
Dear Mr. Englert:
December 13, 2021
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17 2021
BY'.
Universal Engineering Sciences (LIES) 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. 21-35625.00 dated
December 6, 2021, planned in conjunction with and authorized by you.
Field Exploration
Two (2) hand auger borings with hand cone penetrometer (HCP) testing, advanced to an
approximate depth of 10 feet below the existing ground surface, were completed for this study.
The approximate locations of the borings are illustrated on the attached Test Location Plan.
The auger borings were performed in substantial accordance with ASTM D 1452, "Standard
Practice for Soil Exploration and Sampling by Auger Borings". Hand Cone Penetrometer (HCP)
tests were conducted at one -foot depth 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.
Subsurface Soil and Groundwater Conditions
The soil samples recovered from the borings were visually classified by a geotechnical e
using the Unified Soil Classification System (ASTM D 2487 and ASTM D 2488). The a
boring logs contain the soil descriptions and the auger boring values logged during the
and sampling activities. Note that the soil boring data reflects information from the sp7
locations only and soil conditions may vary between the strata interfaces indicated on/
In general, the soils encountered in the borings consisted of medium- dense
boring termination depths.
607 NW Commodity Cove - Port St. Lucie, Florida 34986 - (772) 924-3575 - (772)
Geotechnical Exploration Report
Englert Residence Pool December 13, 2021
47 Aqua Ra Drive, Jensen Beach, Florida page 2 of 4
UES Project No. 3330.2100323.0000
On the date of our field exploration (December 8, 2021) groundwater was encountered at an
approximate depth of 6.0 feet below the existing ground surface. Note that the groundwater
table will fluctuate seasonally depending upon local rainfall and other site specific and/or local
influences, including tidal variations in the nearby Atlantic Ocean.
Pool Construction Recommendations
During the pool excavation, soils that are suitable for use as fill should be stockpiled separately.
The fine sand (SP) soils encountered in the borings are considered suitable for use as fill
material. Topsoil or soils having fines contents greater than 12 percent, should not be used for
structural fill next to the pool walls, under the pool deck, or below, any other structure.
The soils present along the pool excavation bottom should be compacted so that the upper 1
foot of soils achieve a density of at least 95 percent of modified Proctor maximum dry density
(ASTM D 1557). Alternatively, 1 foot of FDOT No. 57 stone can be placed and tamped into the
excavation bottom. Due to the proximity of the construction area to the existing residence,
UES recommends that only hand operated equipment, such as hand operated plate
tampers, rollers, or jumping jack compactors, be used to perform the compaction. The
compacted subgrade should be tested by performing in -place density tests or by using a hand
cone penetrometer or probe rod.
The backfill around the sides of the pool anflor the pool deck should be placed in 6- to 8-inch
thick lifts and compacted using portable equipment until achieving a minimum 95 percent
maximum dry density as determined by the modified Proctor test (ASTM D 1557).
If the water table is at or above the bottom of the proposed pool, dewatering may be necessary
during construction. In addition, we recommend that consideration be given to anchoring the
pool vessel to resist potential hydraulic uplift when the pool vessel is empty. Hydrostatic
pressure relief valves could also be installed in the pool bottom.
Care must be taken not to undermine the foundations of the existing residence or other nearby
structures during the pool excavation. Additional recommendations for pool design as well as
excavation and backfill may be required if the edge of the pool will be within 5 feet of the
structures or if the sandy soils cave during construction, thereby potentially undermining nearby
structure foundations. To reduce the potential for surcharge loading upon the pool side walls
from the footings of adjacent structures, the pool should be located so that its side walls that are
closest to the adjacent structures do not infringe on a 45-degree downward plane from the
horizontal measured from the bottom edge of the structure footings.
Site Excavations
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, of
footing excavations, be constructed in accordance with the OSHA guidelines. /
Englert Residence Pool
47 Aqua Ra Drive, Jensen Beach, Florida
UES Project No. 3330.2100323.0000
Geotechnical Exploration Report
December 13, 2021
Page 3 of 4
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. Care must be
exercised when performing the pool excavation so that caving of excavation side walls
will not undermine the footings and slabs of the adjacent residence or other nearby
structures. The contractor's responsible person, as defined in 29 CFR Part 1926, should
evaluate the soil exposed in the 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.
UES is providing this information solely as a service to our client. UES is not assuming
responsibility for construction site safety or the contractor's activities. Such responsibility is not
being implied and should not be inferred.
Closure
This consulting report has been prepared for the exclusive use of Mr. Barret Englert and
members of the design and construction team for the subject project. 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 provided in this report. In the event changes
are made in the nature, design, or location of the proposed pool, 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 UES.
The analysis and recommendations submitted in this report are based on the data obtained
from the borings performed at the locations indicated on the attached Test Location Plan. This
report does not reflect any variations which may occur away from the 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 the 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 date drilled.
Any third -party reliance of this preliminary geotechnical report or parts thereof is strictly
prohibited without the expressed written consent of UES International, Inc. The applicable
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
We appreciate the opportunity to be of service to you during this phase of the project and look
forward to a continued association. Please contact the undersigned if you have any questions or
comments, or if we may further assist you as your plans proceed.
Englert Residence Pool
47 Aqua Ra Drive, Jensen Beach, Florida
UES Project No. 3330.2100323.0000
Respectfully Submitted,
Universal Engineering Sciences
Florida Certificate of Authorization No. 4930
Geotechnical Exploration Report
December 13, 2021
Page 4 of 4
\ lµ1t11141!!!!!
Digitally signed by
=Q No. 99 9? Allan Abubakar This item has been digitally signed and sealed by Allan G Abubakar, P.E. on the
/� date adjacent to the seal. Printed copies of this document are not considered
F dr D:ate•. 202 1 . 1 2. � 3 signed and sealed and the signature must be verified on any electronic copies.
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Allan G. Abubakar, P.E.
Senior Project Engineer
Florida Registration No. 69952
Attachments: Test Location Plan
Auger Boring Logs (AB-1 and AB-2)
Notes Related to Boring Records
Dhanuhasini Subramaniam, E.I.
Project Engineer
Distribution: Mr. Barret Englert 1 PDF
Appendix A - Vicinity Map
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Site Vicinity Map
Englert Residence Pool
47 Aqua Ra Drive, Jensen Beach, Florida
Project No. 3330.2100323.0000 1 Drafted by: JR .
Reviewed By: AA I Date: 12/9/2021
Appendix B - Test Location Plan
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Test Location Plan
Englert Residence Pool
47 Aqua Ra Drive, Jensen Beach, Florida
Project No. 3330.2100323.0000 Drafted by: JR Reviewed By: AA Date: 12/9/2021
Legend
A Approximate Auger Boring Test Locations
Appendix C - Notes Related to Borings
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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 (SOT) 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
1 9-15
13-25
Stiff
>50
> 196
1 >200
Very Dense
16-30
26-50
Very Stiff
>30
>50 1
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 /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.
Or anic Content Modifiers: <25%: Slightly to Highly Organic; 25% to 75%: Muck; >75%: Peat
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Appendix D - Log of Boring Records
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UniversalEngineeringSciences
607 NW Commodity Cove
LOG
OF BORING
AB-1
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Port Saint Lucie, Florida 34986
(772)924-3575
PAGE 1 OF 1
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CLIENT Barret Englert
PROJECT NAME Englert Residence Pool
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PROJECT NUMBER 3330.2100323.0000
PROJECT LOCATION 47 Aqua Ra Drive, Jensen Beach Florida
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DATE STARTED 12/8/21 COMPLETED 12/8/21
LATITUDE
LONGITUDE
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DRILLING CONTRACTOR Universal Engineering Sciences
GROUND WATER LEVELS:
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DRILLING METHOD Auger Boring
Q AT TIME OF DRILLING
6.00 ft
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DRILLER JB/SC
AT END OF -- -
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o Universal Engineering Sciences LOG OF BORING AB-2
m 607 NW Commodity Cove
3 Port Saint Lucie, Florida 34986 PAGE 1 OF 1
(772)924-3575
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w CLIENT Barret Englert PROJECT NAME Englert Residence Pool
z PROJECT NUMBER 3330.2100323.0000 PROJECT LOCATION 47 Aqua Ra Drive, Jensen Beach, Florida
a DATE STARTED 12/8/21 COMPLETED 12/8/21 LATITUDE LONGITUDE
3
L DRILLING CONTRACTOR Universal Engineering Sciences GROUND WATER LEVELS:
L DRILLING METHOD Auger Boring AT TIME OF DRILLING 6.00 ft
DRILLER JB/SC AT END OF --
D
1. NOTES ESHGT
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y 60
j 60
1.5
Gray fine sand, little rock and shell (SP)
i
2.5 80
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3.0
Gray fine sand, trace shell fragments (SP)
80
i
80
i
5.0
70
6.0
_
Gray fine sand, little shell, trace cemented sand (SP)
80
7.5 80
80
9.0
Refusal at a.0 Teet.
Bottom of borehole at 9.0 feet.
Appendix E - Discussion of Soil Groups
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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.
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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.
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