HomeMy WebLinkAboutReport Of Geothecnical ExplorationRECEIVED
FEB 0 7 2022
St. Lucie County
Permitting
REPORT OF
GEOTECHNICAL EXPLORATION
PROPOSED RESIDENCE
4816 WATERSONG WAY
FORT PIERCE, FLORIDA
09
COASTAL CONSTRUCTION AND DESIGN, INC.
4832 WATERSONG WAY
FORT PIERCE, FLORIDA 34949
PREPARED BY
NUTTING ENGINEERS OF FLORIDA, INC.
615 SW BILTMORE STREET
PORT ST. LUCIE, FLORIDA 34983
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Mr. Mario Arbucci
Coastal Construction and Design, Inc.
4832 Watersong Way
Fort Pierce, Florida 34949
Phone: 772-260-7514 Email: marbucci@comcast.net
Subject: Report of Geotechnical Exploration
Proposed Residence
4816 Watersong Way
Fort Pierce, Florida
Dear Mr. Arbucci:
Nutting Engineers of Florida, Inc. has performed a Geotechnical Exploration for the
proposed residence at the above referenced site in Fort Pierce, Florida. This exploration was
performed in accordance with the written authorization to proceed provided by Coastal
Construction and Design, Inc. dated November 18, 2021. This evaluation was performed to
obtain information regarding subsurface soil conditions which along with proposed
construction information was used to develop opinions regarding earthwork procedures and
foundations for support of the proposed construction. This report presents our findings and
recommendations based upon the information examined at the time of this evaluation.
PROJECT INFORMATION
We understand that plans include the development of the vacant lot for a new three-story
residence at the site. We also understand that a new pool and pool deck will .also be
constructed. We note that other various ancillary structures such as patio decks, walkways,
site walls, and other smaller features may be developed at the site. It is anticipated that the
new construction will consist of concrete block and poured in place concrete. Plans for the
new construction were not provided at the time of this report. If this information is incorrect
our office should be notified in writing in order to amend our report.
Due to the fact that portions of the main residence will most likely be located east of the
Coastal Construction Control Line (CCCL), the Department of Environmental Protection
(DEP) requires that a pile foundation system be used to support the main residence (habitable
structure). Discussions with your office indicate that the residence is proposed to be
supported upon 14-inch diameter augercast piles.
We note that future structures may be located west of the CCCL, which are not required by
the DEP to be supported upon a deep foundation system; however, site subsurface conditions
may warrant. a deep foundation system to be used for the planned construction.
2
1310 Neptune Drive - Boynton Beach, Florida 33426 -(561) 736-4900 • Fax (561) 737-9975
Broward (954) 941-8700 • Port St. Lucie (772) 408-1050 • Miami Dade (305) 624-0060
Based on similar mappings within the subject area, we have estimated an approximate eroded
profile from a major storm event for this property to range anywhere from +0 NAVD to +4
NAVD, which will need to be verified by others. Based on this information pile designs
will need to be determined using the soil material encountered below this elevation. It is not
known if the new pool is also planned to be supported upon pile foundations.
Based on existing site elevations it is anticipated that approximately one to two feet of fill
may be required to bring the site up to finish grades. We note that the final building pad
elevation shall be determined by a professional architect, civil engineer, or other qualified
party.
We should be notified in writing by the client of any changes in the proposed construction
along with a request to amend our foundation analysis and/or recommendations within this
report as appropriate.
GENERAL SUBSURFACE CONDITIONS
Soil Survey Maps
As part of the geotechnical exploration, we have reviewed available Soil Conservation
Service (SCS) survey maps for St. Lucie County. These,SCS maps provide information about
potential general shallow soil conditions in the project vicinity. This information was derived
from approximately 6-foot deep manual auger borings, aerial photo, and surface feature
interpretation at some point in the past (mid 1980's to early 1970's). The SCS data may or
may not reflect actual current site conditions. A review of the Soil Survey for St. Lucie
County revealed that at the time the survey was conducted, the soils at the site were
described as Canaveral -Urban land complex. This complex consists of nearly level,
somewhat poorly drained to moderately well drained sandy soils in low dune -like areas near
the coast. These soils formed in thick layers of sandy fill material that were placed over low,
wet mineral soils to make the areas suitable for urban use. We note that the maximum depth
of the survey is six feet. We note that mapped due west of the site is Kesson-Terra Ceia soils
which consists of saltwater marsh and muck.
Subsurface Exploration
NUTTING ENGINEERS OF FLORIDA, INC. performed two Standard Penetration Test (SPT)
borings (ASTM D-1586) to depths of forty feet below land surface in the area of the
residence. The boring locations were identified in the field using approximate methods;
namely, a measuring wheel and available surface controls. As such the soil boring locations
should be considered to be approximate.
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Test Boring Results
In general, the test boring locations recorded a surface layer of loose to medium dense brown
to gray clayey coarse sand with some shell in the upper fourto six feet underlain by medium
dense gray sand with some organic silts and traces of peat to a depth of eighteen feet. Below
the sand of peat soils medium dense to dense gray coarse sand and shell was encountered to
depths of twenty-eight feet, underlain by very dense gray sand with limestone to a depth of
forty feet, the maximum depth explored. Please see the enclosed soil classification sheet in
the Appendix of this report for additional important information regarding these descriptions,
the field evaluation and other related information.
Rock Formation Note:
It is possible that the sandstone/limestone encountered may be present in areas other than
recorded in the test boring. Generally, rock in the South Florida area may include limestone
or sandstone which has irregularities and discontinuities including vertical and horizontal
solution features, varying surface and bottom elevations, and varying degrees of hardness.
The rock features may also contain intervening sand and other material filled lenses. The
standard penetration test borings executed in this evaluation were performed in accordance
with the normal standard of care in this area. Despite this, this process may sometimes fail to
detect the presence of rock strata by passing through solution features. Solution features can
be very common in rock strata in Southeast Florida.
Also given the brittle nature of some rock strata, rocks may readily shatter when hit by the
split spoon. Despite this, these strata which may not be depicted in the soil boring logs may
present significant resistance to excavation.
Groundwater Information
The immediate groundwater level was measured at the boring locations at the time of
drilling. The groundwater level was encountered at an approximate depth of three and a half
feet below the existing ground surface at the time of drilling.
The immediate depth to groundwater measurements presented in this report will not provide
a reliable indication of stabilized or more long term depth to groundwater at this site. Water
table elevations can vary dramatically with time through rainfall, droughts, storm events,
flood control activities, nearby surface water bodies, tidal activity, pumping and many other
factors. For these reasons, this immediate depth to water data should not be relied upon alone
for project design considerations.
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ANALYSIS AND RECOMMENDATIONS
The borings performed for this project revealed that the site subsurface soils consist mainly
of an upper profile of loose to dense sands and beach sands aanderlain by a three to six-foot
peat and organic silt layer. Below the organic soil medium dense to very dense gray sand
with some limestone was encountered to a depth of forty feet, the maximum depth explored.
Due to the fact that portions of the main residence are anticipated to be located east of the
Coastal Construction Control Line (CCCL), the Department of Environmental Protection
(DEP) requires that a pile foundation system be used to support the new residence. Therefore,
we recommend that the main residence be supported on a deep pile foundation system.
Due to the presence of organic soils, the floor slab system should be a structural slab
supported on the pile foundation system. Once plans are unore finalized for the proposed
construction, we should review the plans to determine whether additional details or changes
to our recommendations are warranted.
We note that the structures located west of the CCCL are not required to be supported upon a
deep foundation system as per the DEP; however due to the sot peat and organic silt layer it
is recommended that any structures located west of the CCCL should also be supported upon
a deep foundation system.
Two types of pile foundations are typically used in this area.: driven, precast concrete piles
and augercast (cast -in -place) piles. Due to the vibrations transmitted during the installation of
driven piles, we recommend that an augercast pile foundation system be used to support the
proposed structure. Based on our understanding of the proposed construction it is estimated
that piles with compressive capacities on the order of 30 tons will be needed to provide an
efficient foundation system.
Augercast Pile Analysis
Special Note: It has been our experience that the coarse sand and shell fragments that are
present in the upper twenty feet of the soil profile can produce difficult auguring conditions
when installing the augercast piles for the project. It is highly suggested that a fluidifier be
added ,to the grout mix in order to maintain fluidity of the pile to allow for ease of
construction. If this is not performed, all parties should anticipate that the addition of grout
well beyond sufficient amounts needed to construct a pile will need to be used in order to
maintain fluidity of the auger hole. This condition can greatly increase costs of piling
installation.
As part of the pile analysis for this project, we anticipate that approximately two feet of fill
will need to be added or removed in order to bring the site to construction grade, subject to
confirmation by others. Due to the consolidation settlement of the organic soils induced by
the addition of fill material, a negative skin friction (downdrag) will be imparted to the piles.
We estimate that approximately 4 tons of downdrag will be generated during consolidation.
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In addition to the down drag, we estimate that the ground will settle approximately one to
three inches over a 10-year period due to the added fill with possible additional settlement
beyond this time span. This will require periodic filling to maintain the ground surface. The
following recommendations include this force as part of the analysis.
The results of our analysis indicate that compressive pile capacities on the order of 30 tons
may be supported on 14-inch diameter augercast piles installed to a tip depth of 28 to 30 feet
below the existing ground surface based on the surface elevations at the test boring locations.
The actual length and depth of the pile should be expected to vary depending on proposed
pile cap elevation and the drilling conditions encountered during installation of these piles.
The floor slab and other site habitable improvements should also be structurally supported on
the pile foundation system. If capacities other than 30 tons are needed, we should be notified
so that we may provide the capacity analysis based on revised loading information.
The piling contractor shall submit the proposed pile design to Nutting Engineers of Florida,
Inc. for our review and comment prior to proceeding with pile installation. Due to the soft
conditions within the soil profile the piling contractor should anticipate the addition of more
grout than what is typically needed to complete the pile.
The Florida Building Code (FBC) requires that any piles designed for greater than 40_tons
should be load tested in order to verify the pile capacity. Therefore, a pile load test will not
be required for this project as described in the FBC. The following table presents our pile
capacity analysis.
AUGERCAST PILE CAPACITY TABLE
Pile Location
Pile
Depth Below
All.
All. Tension
All. Lateral
Minimum
Diameter
Exist. Ground
Compr.
Capacity
Capacity
Grout Strength
(Inches)
(Ft)
Capacity
(Tons)
(Tons)
(psi)
Tons
0.30 f'�
Ground Floor
14
28 to 30
30
12
3
5000
(Existing Grades
Pile Observations
We recommend that at least four production piles within the proposed residence be installed
in the presence of the Nutting project geotechnical engineer. Final pile installation criteria
will be provided at this time. It is important that the installation of all piles be under the full
time observation of a representative of Nutting Engineers.
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Pile Reinforcement
We recommend that at a minimum, one full length #6 reinforcing steel bar utilizing
centralizers be installed in each pile. Additional reinforcing may be required due to the lateral
forces, which needs to be defined by the project structural engineer. Piles should be spaced
no less than 3 pile diameters (center to center) from each other, or a reduction in allowable
pile compression/tension capacity will result if piles must be spaced less than 2 pile
diameters. Our office. must be notified to discuss reduction ainounts.
The structural engineer should be consulted to determine the spacing and locations of the
piles, and discussions should be initiated between the owners; structural engineer, contractor,
and Nutting Engineers to provide detailed specifications for the foundation installation work.
Fill around Pile Caps/Grade Beams
New fill materials needed to bring the site to construction grade must be placed under the
supervision of a Geotechnical Engineer. The fill should be inorganic granular soils free from
deleterious materials and approved by our firm. The fill should be placed in loose lifts of no
greater than 12 inches thick, and each lift should be compacted to a minimum 95 percent of
the maximum dry density as determined by the modified Proctor compaction test (ASTM D-
1557). In restricted areas where a small compactor must be used, the lift thickness should be
reduced to 6 inches, as directed by the inspecting Geotechnical Engineer. Backfill placed
adjacent to the pile caps and grade beams should be compacted to at least 95 percent of the
maximum dry density (ASTM D-1557).
Below Grade Construction/Retaining Walls
For any below grade construction or retaining walls that are greater than five feet in depth to
nearest adjacent grades, the excavation should be sloped or shored in accordance with OSHA
and State of Florida requirements. Based on the results of the soil borings, the sidewalls
should be cut at a 3:1 slope to maintain a safe excavation area.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations.
A representative from Nutting should be present at the site to observe that the subsurface
conditions are as we have discussed herein, and that earthwork activities are in accordance
with our recommendations.
Estimated design geotechnical soil parameters were developed from the results of the test
borings. The following table summarizes our recommendations for the soil parameters and
the lateral active and passive pressure coefficients to be utilized for construction. The design
of the support system shall include hydrostatic pressure acting behind the wall at the highest
anticipated water level during construction, and/or design life of the structure. Also factors of
safety should be applied and will vary depending on the application.
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We note that the Department of Environmental Protection may require frangible wall and
slab systems for structural elements east of the CCCL. The structural engineer should be
consulted to evaluate this condition.
SUMMARY OF DESIGN GEOTECHNICAL PARAMETERS
SOIL
SOIL UNIT WEIGHT
ANGLE
EARTH
TYPE
(PCF)
OF
PRESSURE
INTERNAL
COEFFICIENT
SATURATED
SUB_
ACTIVE
PASSIVE
FRICTION
MERGED
(DEGREES)
(Ka)
(Kp)
SAND
115
52.6
30
0.33
3.0
PEAT
95
32.6
0
1.0
1.0
The above recommended values assume that adequate drainage is provided behind the walls
to prevent the buildup of excess hydrostatic pressures. We recommend that the groundwater
table be maintained at least two feet below the bottom of footing elevation during
construction.
Excessive compaction of the fill behind the basement wall should be avoided since it could
result in the development of lateral pressures which exceeds that used for design. Any
additional lateral wall loads resulting from surcharge loading, such as adjacent floor loads
must be included in the design of the walls.
Settlement Caused from Site Fill
It has been determined that the additional fill brought to the site will cause settlements of
approximately one to two inches to the entire site. In order to reduce the amount subsidence
of the ground surface during and after construction, we recommend that fill be brought to the
property as soon as possible so that the consolidation process will begin before construction
starts. We estimate that approximately one to two inches of settlement will occur after
approximately three months of the fill being on site.
We note that due to the general settlement of the site, the site utility lines should be
appropriately designed for the anticipation of settlement. It may also benefit to have utility
lines supported from hangers or other appropriate methods.
10
Engineers
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GENERAL INFORMATION
Our client for this geotechnical evaluation was:
Mr. Mario Arbucci
Coastal Construction and Design, Inc.
4832 Watersong Way
Fort Pierce, Florida 34949
The contents of this report are for the exclusive use of the client and the client's design team
for this specific project exclusively. Information conveyed in this report shall not be used or
relied upon by other parties or for other projects without the expressed written consent of
Nutting Engineers of Florida, Inc. This report discusses geotechnical considerations for this
site based upon observed conditions and our understanding of proposed construction for
foundation support. Environmental issues including (but not limited to), soil and/or
groundwater contamination are beyond our scope of service for this project. As such, this
report should not be used or relied upon for evaluation of environmental issues.
If conditions are encountered which are not consistent with the findings presented in this
report, or if proposed construction is altered or moved from the location investigated, this
office shall be notified immediately so that the condition or change can be evaluated, and
appropriate action taken.
No pile shall have a tip elevation higher than the recommended elevation without first
contacting Nutting Engineers of Florida, Inc. in writing so that they may analyze any
proposed changes. If Nutting Engineers of Florida, Inc. is not contacted regarding a change
in pile tip elevations (or pile diameters) as indicated in this report, the geotechnical engineer/
piling contractor initiating this change will be responsible for the redesigned pile capacity
and performance. Furthermore, if the tip elevation is raised, a pile load test shall be
performed at that location where the test borings indicate the least favorable conditions. If the
pile design is changed without our knowledge, Nutting Engineers of Florida, Inc. is no longer
the geotechnical engineer of record.
Prior to initiating compaction operations, we recommend that representative samples of the
structural fill material to be used and acceptable in -place soils be collected and tested to
determine their compaction and classification characteristics. The maximum dry density,
optimum moisture content, gradation and plasticity characteristics should be determined.
These tests are needed for compaction quality control of the structural fill and existing soils,
and to determine if the fill material is acceptable.
The vibratory compaction equipment may cause vibrations that could be felt by persons
within nearby buildings and could potentially induce structural settlements. Additionally,
preexisting settlements may exist within these structures that could be construed to have been
caused or worsened by the proposed vibratory compaction after the fact. Pre- and post -
conditions surveys of these structures along with the vibration monitoring during vibratory
compaction could be performed to better evaluate this concern.
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The contractor should exercise due care during the performance of the vibratory compaction
work with due consideration of potential impacts on existing structures. If potential
vibrations and impacts are not considered tolerable, then alternate foundation modification
techniques should be considered.
Nutting Engineers of Florida, Inc. (NE), recommends that we be contracted to provide input
to the design team and owner during the foundation and earthwork design process and that
we review final foundation drawings and specifications to verify that our report
recommendations and design intent have been properly implemented. NE shall also perform
testing and inspections during the earthwork and foundation construction as recommended in
this report. If NE is not engaged to perform these services as detailed herein, the Client
agrees that NE shall bear no liability for the interpretation, implementation of our report, its
recommendations and/or inspection and testing services as described in this report if
implemented by others.
The Geotechnical Engineer warrants that the findings, recommendations, specifications, or
professional advice contained herein, have been presented after being prepared in accordance
with general accepted professional practice in the field of foundation engineering, soil
mechanics and engineering geology. No other warranties are implied or expressed.
We appreciate the opportunity to be of service on this project. If we can be of any further
assistance, or if you need additional i4formation, please contact us at your convenience.
INC.
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Engineering Intern
Attachments: Test Boring Location Plan
Test Boring Reports
Limitations of Liability
Soil Classification Criteria
REP COASTAL CONST RES 4816 WATERSONG FT PIERCE CCCL PILES ORO ED
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Naag 1310 Neptune Drive BORING NUMBER B-1
Boynton Beach
FI., 33426
E Engineers Telephone: 561-736-4900 PAGE 1 OF 2
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U=RQ tNQa Q=,wtMWk PROJECT NUMBER 558.3
CLIENT Coastal Construction & Design, Inc. PROJECT NAME Proposed Residence
PROJECT LOCATION 4816 Watersong Way, Fort Pierce, Florida
DATE STARTED 11/24/21 COMPLETED 11/24/21 SURFACE ELEVA-RON REFERENCE Approx. @ Road Crown
DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS:
LOGGED BY T. Donovan CHECKED BY C. Gworek AT TIME OF DRILLING 3.5 ft
APPROXIMATE LOCATION OF BORING As located on site plan
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♦ SPT N VALUE
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10 20 30 40
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MATERIAL DESCRIPTION
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❑ FINES CONTENT (%) ❑
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20 40 60 80
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Gray clayey SAND
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SS
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5
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63
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(Continued Nexf Page)
Disclaimer Nutting Engineers of Florida, Inc. accepts no hability for the consequences of the independent interpretation of drilling loss by others.
NnM 1310 Neptune Drive BORING NUMBER B-1
Boynton Beach FI.,
33426
E Engineers Telephone: 561-736-4900 PAGE 2 OF 2
oe�ax�rtamaEen,Gu�arasa Fax: 561-737-9975
muccaala�o�avoetm�e PROJECT NUMBER 558.3
CLIENT Coastal Construction & Design, Inc. PROJECT NAME Proposed Residence
PROJECT LOCATION 4816 Watersong Way, Fort Pierce, Florida
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10 20 30 40
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Q O
MATERIAL DESCRIPTION
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20 40 60 80
❑ FINES CONTENT (%) ❑
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20 40 60 80
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>>
SS
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70
40
12
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Disclaimer Nutting Engineers of Florida, Inc. accepts no liability for the consequences of the independent interpretation of drilling logs by others.
1310 Neptune Drive BORING NUMBER.B-2
Nutting Boynton Beach FI.,
33426 PAGE 1 OF 2
E Engineers Telephone: 561-736-4900
at Ftaaido,nciEaClnhAet �sst Fax: 561-737-9975
PROJECT NUMBER 558.3
CLIENT Coastal Construction & Design, Inc. PROJECT NAME Proposed Residence
PROJECT LOCATION 4816 Watersong Way, Fort Pierce, Florida
DATE STARTED 11/24/21 COMPLETED 11/24/21 . SURFACE ELEVATION REFERENCE Approx. @ Road Crown
DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS:
LOGGED BY T. Donovan CHECKED BY C. Gworek -VAT TIME OF DRILLING 3.5 ft
APPROXIMATE LOCATION OF BORING As located on site plan
W
♦ SPT N VALUE
U
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10 20 30 40
w✓
Q O
MATERIAL DESCRIPTION
a
Blows
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o
z
20 0 0�80
❑ FINES CONTENT (%o) ❑
0
20 40 60 80
Brown fine SAND
SS
2-4-7-9
11
i►
Brown clayey SAND
1
Gray clayey coarse SAND
SS
2
9.11-11-13
22
:♦
Gray coarse SAND and SHELL
5
SS
3
10.15-19-23
34
Gray medium coarse SAND
SS
�I4
16.18-14-11
32
:♦
♦:
SS
5
5-4-4-4
8
10
.:
SS
9-8-6-6
14
i
i
i
i
6
Gray medium coarse SAND, trace peat
SS
7
4-7-6-7
13
: ♦ i
,
i
Gray coarse SAND and SHELL
S8
j
13-24-22-37
46
20
i
3
e
i
100+
: >>
SS
50/5"
c
9
0 25
:.
i
c
n
100+
»
Gray coarse SAND and SHELL
SS
50/5"
b
10
30
r
C
u
r
n
9
z
SS
:;
11
26-30-30-32
60
»J
L5
35
(Continued Next Page)
Disclaimer Nutting Engineers of Florida, Inc. accepts no hability for the consequences of the independent interpretation of drilling logs by others.
Nuoag 1310 Neptune Drive BORING NUMBER B-2
Boynton
Beach FI., 33426 PAGE 2 OF 2
E Engineers Telephone: 561-736-4900
�eeeausvr Fax: 561-737-9975
�me PROJECT NUMBER 558.3
CLIENT Coastal Construction & Design, Inc. PROJECT NAME Proposed Residence
PROJECT LOCATION 4816 Watersona Way, Fort Pierce, Florida
w
♦ SPT N VALUE
10 20 30 40
PLF--M•C IL
w
Q O
MATERIAL DESCRIPTION
Blows
9
❑
a
z
z
20 40 60 60
❑ FINES CONTENT (%) ❑
35 1
m
20 40 60 80
Gray coarse SAND and SHELL (continued)
SS
12
29-20-23-13
43
40
Bottom' of hole at 40.0 feet.
i
i i
i
i
i
i
,
i
i
,
,
,
,
,
i
7
Disclaimer Nutting Engineers of Florida, Inc. accents no liability for the consequences of the independent interpretation of drilling loss by others.
LIMITATIONS OF LLABLILITY
WARRANTY
We warranty that the services performed by Nutting
Engineers of Florida, Inc. are conducted in a manner
consistent with that level of care and skill ordinarily
exercised by members of the profession in our area
currently practicing under similar conditions at the time our
services were performed. No other warranties,
expressed or implied, are made. While the services of
Nutting Engineers of Florida, Inc. are a valuable and
integral part of the design and construction teams, we do
not warrant, guarantee or insure the quality,
completeness, or satisfactory performance of designs,
construction plans, specifications we have not prepared,
nor the ultimate performance of building site materials or
assembly/construction.
SUBSURFACE EXPLORATION
Subsurface exploration is normally accomplished by test
borings; test pits are sometimes employed. The method of
determining the boring location and the surface elevation
at the boring is noted in the report. This information is
represented in the soil boring logs and/or a drawing. The
location and elevation of the borings should be considered
accurate only to the degree inherent with the method used
and may be approximate.
The soil boring log includes sampling information,
description of the materials recovered, approximate
depths of boundaries between soil and rock strata as
encountered and immediate depth to water data. The log
represents conditions recorded specifically at the location
where and when the boring was made. Site conditions
may vary through time as will subsurface conditions. The
boundaries between different soil strata as encountered
are indicated at specific depths; however, these depths
are in fact approximate and dependent upon the frequency
of sampling, nature and consistency of the respective
strata. Substantial variation between soil borings may
commonly exist in subsurface conditions. Water level
readings are made at the time and under conditions stated
on the boring logs. Water levels change with time,
precipitation, canal level,_ local well drawdown and other
factors. Water level data provided on soil boring logs shall
not be relied upon for groundwater based design or
construction considerations.
LABORATORY AND FIELD TESTS
Tests are performed in general accordance with specific
ASTM Standards unless otherwise indicated. All criteria
included in a given ASTM Standard are not always
required and performed. Each test boring report indicates
the measurements and data developed at each specific
test location.
KtlWm,
Engineers
.M&140.1�-.-
ANALYSIS AND RECOMMENDATIONS
The geotechnical report is prepared primarily to aid in the
design of site work and structural foundations. Although
the information in the report is expected to be sufficient for
these purposes, it shall not be utilized to determine the
cost of construction nor to stand alone as a construction
specification. Contractors shall verify subsurface
conditions as may be appropriate prior to undertaking
subsurface work.
Report recommendations are based primarily on data from
test borings made at the locations shown on the test
boring reports. Soil variations commonly exist between
boring locations. Such variations may not become evident
until construction. Test pits sometimes provide valuable
supplemental information that derived from soil borings. If
variations are then noted, the geotechnical engineer shall
be contacted in writing immediately so that field conditions
can be examined and recommendations revised if
necessary.
The geotechnical report states our understanding as to the
location, dimensions and structural features proposed for
the site. Any significant changes of the site
improvements or site conditions must be
communicated in writing to the geotechnical engineer
immediately so that the geotechnical analysis,
conclusions, and recommendations can be reviewed and
appropriately adjusted as necessary.
CONSTRUCTION OBSERVATION
Construction observation and testing is an important
element of geotechnical services. The geotechnical
engineer's field representative (G.E.F.R.) is the "owner's
representative° observing the work of the contractor,
performing tests and reporting data from such tests and
observations. The geotechnical engineer's field
representative does not direct the contractor's
construction means, methods, operations or
personnel. The G.E.F.R. does not interfere with the
relationship between the owner and the contractor and,
except as an observer, does not become a substitute
owner on site. The G.E.F.R. is responsible for his/her
safety, but has no responsibility for the safety of other
personnel at the site. The G.E.F.R. is an important
member of a team whose responsibility is to observe and
test the work being done and report to the owner whether
that work is being carried out in general conformance with
the plans and specifications. The enclosed report may be
relied upon solely by the named client.
`V
SOIL AND ROCK CLASSIFICATION CRITERIA
SAND/SILT
N-VALUE
(bpi)
RELATIVE
DENSITY
0-4
Very Loose
5 —10
Loose
11 — 29
Medium
30 — 49
Dense
>50
Very dense
100
Refusal
ROCK
CLAYJSILTY CLAY
N-VALUE
(bp!)
UNCONFINED COMP.
STRENGTH (tso
CONSISTENCY
<2
<0.25
v. Soft
2-4
0.25 —0.50
Soft
5-8
0.50 —1.00
Medium
9-15
1.00-2.00
Stiff
16 — 30
72.00 —4-00
v. Stiff
>30
1 >4.00
Hard
N-VALUE
(bpf)
RELATIVE
HARDNESS
ROCK CHARACTERISTICS
N> 100
Hard to v. hard
Local rock formations vary in hardness from soft to very hard within short verti-
cal -and -horizontal -distances and-o$zn contain -vertical solution holes of 3 to.36
inch diameter to varying depths and horizontal solution features. Rock may be
brittle to split spoon impact, but more resistant to excavation.
25<N < 100--- —
--Medium hard to -hard
5< N < 25
Soft to medium hard
PARTICLE SIZE
Boulder
>12 in.
Cobble
3 to 12 in.
Gravel
4.76 mm to 3 in.
Sand
0.074 mm to 4.76 mm
Silt
0.005 mm to 0.074 mm
Clay
<0.005 mm
DESCRIPTION MODIFIERS
0 — 5%
Slight trace
6 — 10%
Trace
11— 20%
Little
21— 35%
Some
>35%
And
Group
Major Divisions
Symbols
Typical names
Laboratory classification criteria
"
"
+
�60 (D30)L
"
01 w
Gw
Well -graded gavels, ravel -sand
g g
„
Co= greater thin4;C = betweenland3
z
o _
t
° o
mixtures, little or no fines
DIO DIOxD60
o„
m`
Poorly graded gravels, gravel -sand
"
m
v a
d
a Q
O p
GP
mixtures, little or no fines
y v
'y
Nm mee;ig g requirements all gradation for GINy
V
a m
rev
° a Z
Ora
e N m
c
e
_ m m
GWs
d
Silty novels, ravel -sand -slit
tY 9 9
Arterherg limits below "A"
u
d
Z
o
=° "-
`o
mixtures
w Z mwi H m
lire a PJ. less than 4
Above "A" line with P.I.
y
E 3: o
between 4 and 7 are border-
GC
Clayey g g y
Atterberg limits above "A"
v T
'a a E
m tj 0
line cases requiring use of
dual symbols.
m
?
'-'a
mixtures
'a c v
tie aith P.I. greater than
�E a
2
SW
Well -graded sands, gravelly sands,
1. ° =
u w
ba 30
C. = D greater than 6; C� _ (D) betweenl and 3
O E
c
o
little or no fines
m
°
Dlo DIOxD60
SP
Poorly graded sands, gravelly
sands, little or no fines
Not meedng all gradation requirements for SW
r
o
U =
o o V
a�
s
c a
6.2
a v Q.
a
m
a ,°1
01 °
o"
SM.
d
Silty sands, sand -silt mixtures
M w
°- .°, o n .'°o °'
N
Anerberg limits below "A"
Limits plotting in hatched zone
u
i
z
c a" m
Me a PJ. less than 4
with PJ. between 4 and 7 are
° E
'- J
borderline cases requiring use
"A"
"
v a'o
o : E
SC
Clayey sands, sand -clay mixtures
a ?
a E c,
Atterherg limitsabov e
of dual "am..
va o
I'me rdth P.I. more than 7
Inorganic silts and very fine sands,
o
ML
rock flour, silty or clayey fine sands
H
—
c
or clayey silts with slight plasticity
60
a
Inorganic days of low to medium
_
50
o
v 01
CL
plasticity, gravelly days, sandy,
c
N
„ E
—
days, silty clays, lean clays
CH
=
N —a
'v
x 40
o
OL
Or silts and organic silty clays
y°�
"
of low plasticity
30
o
Inorganic silts, mimceous or diatoma.
° o
c E
—
n OH and MH
o
MH
ceous fine sandy or silty soils, elastic
Vco
v o
silts
20
—
LL
a d
Ct
E
v o
`0
CH
Inorganic clays or high plasticity, fat
`o
15
clays
10
t
y E
CUA Mt a d OL
Organic clays of medium to high
c
v_
0
o.
OH
plasticity, organic silts
0 10 $0 30 40 50 60 70 60 90 IGo
y
Liquid Llmil
r�
O
F
o
"
PT
Peat and other highly organic soils
Plasticity Chart
Engineers
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