HomeMy WebLinkAboutReport of Geotechnical ExplorationREPORT OF
GEOTECHNICAL EXPLORATION
PROPOSED HERNANDEZ RESIDENCE
LOT 66,5008 WATERSONG WAY
FORT PIERCE, FLORIDA
FOR
MS. WENDY HERNANDEZ
1211 NEIPSIC ROAD
GLASTONBURY, CONNECTICUT 06033
PREPARED BY
NUTTING ENGINEERS OF FLORIDA, INC.
1310 NEPTUNE DRIVE
BOYNTON BEACH, FLORIDA 33426
ORDER NO.444.1
AUGUST 2018
Geotechnical & Construction Materials
Engineerin , Testing & Inspection -- -_
Hutton - 0nvironment.1 Services
Engineers
Offices throughout the state of Florida
of Florida Inca Established 1967 www.nuttingengineers.com info@nuttingengineers_com
Your Project is Our Commitment
Hutting
EFIVInegers
of Florida Inc. I Established 1967
YourProject is Our Commitment
Geotechnical & Construction Materials
Engineering, Testing, & Inspection
Environmental Services
Offices throughout the state of Florida
www.nuttingengineers.com info@nuttingengineers.com
August 30, 2018
Ms. Wendy Hernandez
1211 Neipsic Road
Glastonbury, Connecticut 06033
Phone: 860-922-3987 Email: zqueenbee4@outlook.com
Subj ect: Report of Geotechnical Exploration
Proposed Hernandez Residence
Lot 66, 5008 Watersong Way
Fort Pierce, Florida
Dear Ms. Hernandez:
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 Ms. Wendy
Hernandez dated August 5, 2018. 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. The residence is proposed to have a ground floor dimension of 28-feet wide by
77-feet long. 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 support
upon approximately 40, 14-inch diameter augercast piles.
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
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.
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.
Nutting
Engineers
of Florida Ine.I Established 1967
YourirejeG@ Our Commitment
3
In addition, one `Usual Open -Hole' exfiltration test was performed in accordance with South
Florida Water Management District specifications. The exfiltration test was completed to a
depth of six feet.
Test Boring Results
In general, the test boring locations recorded a surface layer of dense to loose gray to brown
sand with some shell in the upper eight to ten feet underlain by very soft dark brown organic
silt or peat to a depth of fourteen feet. Below the peat soils medium dense to very dense gray
sand and shell with some limestone was encountered 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.
Laboratory Testing and Results
Soil samples obtained from the drilling operations were preserved in jars and visually classified
in the laboratory by a geotechnical engineer to confirm the field classifications. Selected
samples of the organic soils recovered from the borings were subjected to testing to determine
natural moisture and organic content to estimate the engineering properties of these soils. The
tests were performed on selected samples believed to be representative of the materials
encountered. Results of the tests are tabulated below:
LABORATORY RESULTS
Test
;S'Oli
Sampler, .epd .
Moisture
(Organic
Boring
Dese4ption
Ifaterval
"Content
Content
- - # -
- _ _ _ _ _ -
eet) -
- - N/) --
- S
B-1
Dark Brown PEAT, Some Silt
8 -10
217
44
Nutting
Engineers
of Florida Ina I Btahlkhed� 1967
your Pmjedh Our Commit—t 4
The moisture contents suggests that the soils are highly compressible, while the organic
contents suggests that almost one-half of the soil is made up of organic material that will
naturally breakdown and decay over time. In general, fill placed beneath buildings and
roadways should not have more than three to five percent organic material.
Exfiltration Results
One `Usual Open -Hole' exfiltration test was performed in accordance with South Florida
Water Management District (SFWMD) specifications to a depth of six feet below the
existing ground surface. The test was performed in order to determine the hydraulic
conductivity of the in situ subsurface soils to evaluate drainage requirements for the project.
The hydraulic conductivity value was determined to be approximately 4.86 X 10-4 cubic feet
per second, per square foot, per foot of head at the specific location tested. Detailed soil
descriptions and flow rates are presented in the Appendix.
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 five and a half
to six 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.
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 underlain by a three to six-foot
thick 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 more finalized for the proposed
construction, we should review the plans to determine whether additional details or changes
to our recommendations are warranted.
- Nutting
Engineers
of Florida Inca listablished 1967
Yburhoject is Our Commitment 5
2
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 soft 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 35 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 2 tons of downdrag will be generated during consolidation.
In addition to the down drag, we estimate that the ground will settle approximately one to
two 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.
J The results of our analysis indicate that compressive pile capacities on the order of 35 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 35 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.
- Nutfing
E Engineers
of Florida Inc I Btahlished 1967
YoulProJectfs Ourcommftment 6
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.
Minimum
Diameter :
!Exist: Ground
Compr. _
Tension
Grout Strength
(Inches)
(Ft)
Capacity
Capacity
(psi)
(Tons).
.(Tons)
(0.30 f',J
Ground Floor
14
28 to 30
35
15
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.
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 amounts.
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.
Pill 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 Geotechrucal 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).
Nutting
Engineers
of Florida Inc I Established 1967
YourProjectis Our Commitment 7
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.
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
FRICTION
SATURATED-,
'SUB-
ACTIVE
PASSIVE
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.
Nutting
Engineers
of Florida 1r l Btahiished 1967
YourPmjedls Our Commitment 8
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 fi11 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.
GENERAL INFORMATION
Our client for this geotechnical evaluation was:
Ms. Wendy Hernandez
1211 Neipsic Road
Glastonbury, Connecticut 06033
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.
Nulling
Engineers
of Florida Inc11 Established 1967
YourProject Is Our commitment 9
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. 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. shall bear no liability for the implementation of
recommended inspection and testing services as described in this report if implemented by
others. Nutting has no ability to verify the completeness, accuracy or proper technique of
such procedures if performed by others. Excavations of five feet or more in depth should be
sloped or shored in accordance with OSHA and State of Florida requirements.
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 information, please contact us at your convenierfe. '
Sincerely,
NUTTING ENGINEERS OF FLORIDA, INC.
W
Richard C. Wohlfarth, P.E. C . stc
Director of Engineering Senior
Attachments: Test Boring Location Plan
Test Boring Reports
Exfiltration Test Result
Limitations of Liability
Soil Classification Criteria
E. Gworek, P;L:-" #6047
REP WENDY HERNANDEZ LOT 66-5008 WATERSONG FT PIERCE CCCL PILES ORG CEG
- Nutfing
Engineers
` of Plorida Inc. I Established 1967
t
You,Project&Our Commitnxnt 10
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'__ TEST BORING LOCATION
-EO- EXFILTRATION TEST LOCATION
Wendy Hernandez
NUTTING proposed Hernandez Residence APPROXIMATE GEOTECHNICAL EXPLORATION
ENGINEERS 5008 Watersong Way (Lot #66) TEST FIG. 1
OF FLORIDA, INC. Fort Pierce, Florida LOCATION PLAN — Not to Scale —
ESTABUSHED 1967
ORDER NO. 444.1
a
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1310 Neptune Drive BORING NUMBER B-1
NUIling Boynton Beach, FI., 33426
PAGE 1 OF 2
Engineefs Telephone:561-736-4900
OfFk id3 bn-. Fax: 561-737-9975
rau.pml«rhou.cmuretemmr PROJECT NUMBER 444.1
CLIENT Wendy Hernandez PROJECT NAME Proposed Hernandez Residence
PROJECT LOCATION 5008 Watersong Way (Lot #66) Fort Pierce Florida
DATE STARTED 8/14/18 COMPLETED 8/14/18 SURFACE ELEVATION REFERENCE Approx. @ Road Crown
DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS:
LOGGED BY Dancor Group CHECKED BY C. Gworek -SAT TIME OF DRILLING 6.2 ft
APPROXIMATE LOCATION OF BORING As located on site plan
W
♦ SPT N VALUE
U
W
10 20 30 40
PL MC LL
=
F
= O
O
MATERIAL DESCRIPTION
w
Blows
o
a_
z
20 0 60 80
O FINES CONTENT (%) O
G
0
20 40 60 80
Brown to It. brown fine SAND, trace root
SS
1
6.20.15-18
35
Lt. brown fine SAND
SS
2
16-15.17-17
32
:♦
SS
3
11-11-10-13
21
5
Dk. brown fine SAND
- Brown to gray fine SAND, trace root
SS
4
9-12-10-4
22
:A
Dk. brown organic SILT, trace sand
SS
5
2-1-1-2
2
10
SS
6
1-2-4-4
6
♦ i
SS
1
12-14-12.17
26
Gray fine SAND
15
100+
Gray fine SAND and coarse SHELL
SS
50/5"
8
20
SS
9
12-17-13-20
30
25
SS
10
5-12-29-33
41
30
SS
11
7-16-13-13
29
35
(Continued Next Page)
Disclaimer Nutting Engineers of Florida Inc- accepts no liability for the consequences of the independent interpretation of drilling logs by others.
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�WRIO' Telephone: 561-736-4900 PAGE 2 OF 2
ntFlcrida lnc�,Estabrishad 1w Fax: 561-737-9975
Y•VrPs•fecthOurCammiunent PROJECT NUMBER 444.1
CLIENT Wendy Hernandez PROJECT NAME Proposed Hernandez Residence
PROJECT LOCATION 5008 Watersong Way (Lot #66) Fort Pierce Florida
A SPT N VALUE A
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W
10 20 30 40
PL MC LL
F-0�
=
w
OPQ
MATERIAL DESCRIPTION _
E.
a
Blows
1
0
z
zo ao so so
❑ FINES CONTENT (%) ❑
35
20 40 60 80
Gray fine SAND and coarse SHELL (continued)
:O
SS
15-9-13.14
22
12
40
Bottom of hole at 40.0 feet.
Disclaimer Nutting; Engineers of Florida Inc accepts no liability for the consequences of the independent interpretation of drilling lops by others.
a
a
1310 Neptune Drive BORING NUMBER B-2
Nutting Boynton Beach, FI., 33426
Enginie ,'�" Telephone: 561-736-4900 PAGE 1 OF 2
o�rwrar�nc.; Ea;arrnn,:a e:> Fax: 561-737-9975
Yaur6metth Our Cemmitmenr PROJECT NUMBER 444.1
CLIENT Wendy Hernandez PROJECT NAME Proposed Hernandez Residence
PROJECT LOCATION 5008 Watersong Way (Lot 466), Fort Pierce, Florida
DATE STARTED 8/14/18 COMPLETED 8114/18 SURFACE ELEVATION REFERENCE Approx. @ Road Crown
DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS:
LOGGED BY Dancor Group CHECKED BY C. Gworek SAT TIME OF DRILLING 5.7 ft
APPROXIMATE LOCATION OF BORING As located on site plan
w
♦ SPT N VALUE
U
04 P�
10 20 30 40
O
MATERIAL DESCRIPTION
a
Blows
PL p�L
o
Q
04
z
20 40 so so
❑ FINES CONTENT (°/") ❑
0
co
20 40 60 80
Brown fine SAND, trace root
SS
'
1
3-8.13-15
21
Lt. brown fine SAND
SS
2
19.16-18.18
34
5
Lt. brown fine SAND and SHELL
X
SS
15.15.12.11
27
4L
Gray fine SAND and SHELL
SS
'
4
5.5.5.5
10
Gray fine SAND, trace silt
SS
5
1.1.1-W.O.R.
2
10
Dk. brown organic SILT, some sand
SS
6
3.3-9-10
12
:♦
Lt. gray fine SAND
SS
7
10 14 8 12
22
:♦
15
Gray fine SAND and SHELL, trace limestone
SS
8
10-11-13-19
24
20
100+
»
SS
50/1"
9
25
-
>>
SS
10
21.43.32-36
75
30
SS
11
9-20-20-25
40
35
(Continued Next Page�-
Disclaimer Nutting Engineers of Florida, Inc- accepts no Iia lhty for the consequences of the independent interpretation of drilling logs by others.
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PAGE 2 OF 2
0932Telephone: 561-736-4900
of F101U3 In-fi ta6PshLd167 Fax: 561-737-9975
Y urPra&OurCom,:iitm+nc PROJECT NUMBER 444.1
CLIENT Wendy Hernandez PROJECT NAME Proposed Hernandez Residence
PROJECT LOCATION 5008 Watersong Way (Lot 466) Fort Pierce Florida
W
A SPT N VALUE A
U
P4.
W.
10 20 80 40
PL MC LL
��-;
w
O
MATERIAL DESCRIPTION
a
Blows
o
z
20 40 60 80
❑ FINES CONTENT W ❑
P
35
1
1
20 40 60 80
Gray fine SAND and SHELL, trace limestone (continued)
A:
SS
12
16.11-7-17
18
40
Bottom of hole at 40.0 feet.
Disclaimer Nutting Engineers of Florida Inc. accepts no liability for the consequences of the independent interpretation of drilling logs by others.
Lga
Hutting
Engineers
of Florida Inc.I Established 1967
Your Pro ject is Our commitment
Client:
Project:
Location
Test:
Surface
Elevation:
Casing
Diameter:
Tube Depth
Geotechnical & Construction Materials
Engineering Testing, & Inspection
Environmental Services
Offices throughout the state of Florida
www.nuttingengineers.com info@nuttingengineers.com
Report of Exfiltration Test
Wendy Hernandez
Proposed Hernandez Residence
5008 Watersong Way
Fort Pierce, Florida
Usual Open Hole Exfiltration Test
Water table from ground
Approx. @ Road Crown surface:
I
Order No 444.1
Report No 1
Date: 8/14/18
EXFIL NO. 'I
One
Minute
Increme
Pump Rate
in Gal/Min
Sample Location: Approx. as located or, site plan.
Material: 0-2' Brown to It. brown fine SAND
2'-4' Lt. brown fine SAND
4'-6' Lt. brown to dk. brown fine SAND
1
3.0
2
3.0
3
3.5
4
3.5
5
3.0
6
3.5
7
3.0
8
3.0
9
3.0
10
3.0
K = 4.86 x 10-4 cfs/ftzft.head
1310 NEPTUNE DRIVE • BOYNTON BEACH, FLORIDA 33426 •561-736-4900 • FAX 561-737-9975
Treasure Coast 772-408-1050 • Broward 954-941-8700 • Miami Dade 305-824-0060
LIMITATIONS OF LIABLILITY
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.
Hinting
Enginders
as�%+aa�e I€scdLvdr�r
YOU( Project is Our commitment
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.
SOIL AND ROCK CLASSIFICATION CRITERIA
SAND/SILT CLAY/SILTY CLAY
N-VALUE
(bpO
RELATIVE
DENSITY
0-4
Very Loose
5-10
Loose
1 l - 29
Medium
30 - 49
Dense
>50
Very dense
100
Refusal
N-VALUE
(bpO
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
2.00 -4.00
v. Stiff
>30
>4 00
Hard
N-VALUE
(bp1
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 often 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
d-
Gw
Well -graded ovels, ravel -sand
g g g
e +
`o E
D60 (D3o �I
C= greater tlan 4; C= between] and 3
—
o '
c o
a
mixtures, little or no fines
y
a 3 -
a z
Diu DLOXD6n
od
GP
Poorly graded grovels, grovel -sand
Not for GW
o
8 v
C3 y
mixtures, little or no fines
a m
meeting all gradation requirements
%m
n
a n d
Oro
a
c N 'o
`
GW'
elSilty
gravels, gravel -sand -silt
Anerberg limits below °A"
u
Z`o
=
o
mixtures
m Z rn ,Vit m
line or P.I. less than 4
Above "A" line with P.I.
_ m
3 c�i 0
60 c 3 E
between 4 and 7 are border-
GC
Clayey gravels, gravel -sand -day
Af+erber limits above "A"
g
_
-a
ao
o ?
— w' U c
01 m
line cases requiring use of
dual symbols.
E
mixtures
() O
'o .�
line with P.I. greater than 7
o
-
u
Well -graded sands, gravelly sands,
a .92
D6u (D.ie)I
-O
C.
SW
little or no fines
m 15.2
C, = greater than 6; Cs = between 1 and 3
o
Dle D10XD60
SP
Poorly graded sands, gravelly
U
.o
r
s v
2
sands, little or no fines
p c
n a `
Not meeting all gradation requirements for SW
o
a
`urn m
SM'
Silty sands, sand -silt mixtures
Anerberg limits below "A"
or
0
t
ii. = is a °
^
r o
° r n
line or P.I. less Than 4
Limits plotting in hatched zone
t o
o
•3 m a
—
'E a, o o
with P.I. between 4 and 7 are
SC
Clayey Bonds, sand -clay mixtures
Anerberg limits above "A"
c E
v a o
Q
f a
- a?
o m
borderline cases requiring use
of dual system.
t° a
—
line .with P.I. more than 7
Inorganic silts and very fine sands,
o
ML
rock flour, silty or clayey fine sands
or clayey silts with slight plasticity
60
Inorganic days of low to medium
50
oc
_m
CL
plasticity, gravelly clays, sandy,
n
_„ E
clays, silty clays, lean clays
CH
Z
o
nv
_'a
Organic silts and organic silty clays
E 40
OL
of low plasticity
° S
g 30
Inorganic silts, micaceous or diatoms-
_
>
�¢
OH and
MH
v a
„
MH
ceous fine sandy or silty soils, elastic
20
P
m •-
o
silts
A/
CH
Inorganic clays or high plasticity, fat
0
o m
clays
10
r
rn E
Cl-Mt
ML end
OL
OH
Organic clays of medium to high
0
0 10 IO 00 40 60 60 70 90 90 100
v
plasticity, organic silts
ii
Liquid Limit
r
�
0m o
PT
Peat and other highly organic soils
Plasticity Chart
Nutting
Ile Engineers
askvr sx.I r+•ue+hxd+;aT
row,mla>a 0vrr.4mmrmtmr
LIMITATIONS OF LIABLILITY
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 iriherent 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.
Nattin9
Engineers
ifRxk'A eIf Lt%. d;W
Your Fried is Our Commitment
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 geld
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.
SOIL AND ROCK CLASSIFICATION CRITERIA
SAND/SILT CLAVSILTY CLAY
N-VALUE
(bpl) .
RELATIVE
DENSITY
0-4
Very Loose
5-10
Loose
11 - 29
Medium
30 - 49
Dense
>50
Very dense
100
Refusal
ROCK
N-VALUE
(bpt)
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
2.00 - 4.00
I V. Stiff
>30
>4.00
I Hard
N-VALUE
(bpl)
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 often 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
"
" "
Well- vels, ravel-sandn0
ao_
°
cw
oded
gr g° g
E
CuC = greater than 4; Cz = betweenl and 3
V=
2
mixtures, lime or no fines
o
=
Dlu DmxD6o
-
o
a
c. g
od
GP
Poorly graded gravels, grovel -sand
little fines
Not meeting oil gradation requirements for GW
"
a m
vm
U j
-
I v
$ <
d
V
mixtures, or no
m
`.-
a c
Oa
n m
m
GW"
d
Silty gravels, grovel -sand -silt
Anerberg limits below "A"
d
!�i
t a ;^
mixtures
Z m
line or P.I. less than 4
Above "A" line with P.I.
Z
ra
- °rn
3 m o
°
E 3� 3
between 4 and 7 are border-
GC
Clayey gravels, gravel-sond-clay
Anerberg limits above "A"
° r
c °
n
°' a
° r
_ • V .e
a ° O O
line cases requiring use of
dual symbols.
c
` •�„
?
c
mixtures
'o =
line with P.I. greater than 7
W„.. o oum
-
m
=
sw
Well -graded sands, gravelly sands,
2
C. = D greater than 6; Cy ( = A between 1 and 3
—aF0
` .
a o=
U
oN
.�
0
little or no fines
o ;
Diu DInxD60
E
a
SP
Poorly graded sands, gravelly
sands, little or no fines
Not meeting all gradation requirements for SW
_
a
a s o
U J
-'
" V
o o .o a
-m- nac
N o Z
sdi o o
d
Silty sands, sand -silt mixtures
Anerberg limits below "A"
v
-
n .o o r n
o "
- o .-
o. -a - a
line or P.I. less than 4
Limits plotting in hatched zone
with P.I. between 4 and 7 are
o
borderline cases requiring we
Anerberg limits above "A"
<
Sa
C
Cla sands, sand -clay mixtures
Clayey Y
o" E m
line wth P.I. more than 7
of dual system.
Inorganic silts and very fine sands,
o
ML
rock flour, silty or clayey fine vends
_
i.t
or clayey silts with slight plasticity
60
Inorganic clays of low to medium
50
-am
CL
plasticity, gravelly clays, sandy,
o
o
ry
-
°„E
-
Boys, silty cloys, lean clays
CH
d
Z
n v
Organic silts and organic silty cloys
. n0
F
o
_
.
OL
of low plasticity
`
30
o
Inorganic silts, micaceous or diatomo-
-
�
OH °M
MH
V a
E F
"
MH
ceow fine sandy or silty soils, elastic
�\ce
.p
silts
20
o m
CL
CH
Inorganic clays or high plasticity, fat
10
c
O of
clays
t
rn E
ti1L and
OL
_
Cl-MI
OH
Organic clays of medium to high
0
0 10 20 30 40 50 60 70 e0 90 100
plasticity, organic silts
Liquid Limit
c
PT
Peat and other highly organic soils
Plasticity Chart
Nutting
Engineers
una'c, Me.iEtL�Y,aea 1P67
tnvra.alcrtrrtwrc ae�t