HomeMy WebLinkAbout38944 Fort Pierce FL - Geotech Report 6-7-19 ESS- - Ardaman & Associates, Inc. AAI File No. 19-1651
Revised June 7, 2019
Geotechnical, Environmental and
Materials Consultants
Creighton Construction & Management, LLC
900 SW Pine Island Rd, Suite 202
Cape Coral, FL 33991
Attention: Matt Ross
SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING EVALUATION
PROPOSED 7-ELEVEN — NWC INDRIO ROAD & KINGS HIGHWAY
FT. PIERCE, FLORIDA
1.0 INTRODUCTION
In accordance with your request and authorization, Ardaman & Associates, Inc. has completed a
subsurface exploration and geotechnical engineering evaluation for the above referenced project.
We explored the general subsurface conditions in order to evaluate their suitability for the support
of the proposed construction, to obtain a measure of pertinent engineering properties of
subsurface materials, and to provide recommendations for site preparation and foundation
design. Our work included Standard Penetration Test (SPT) borings, auger borings, a field
permeability test and engineering analyses. This report describes our explorations and tests,
reports their findings, and summarizes our conclusions and recommendations.
2.0 SITE LOCATION AND DESCRIPTION
The site is located at the northwest corner (NWC) of Indrio Road and Kings Highway in Ft. Pierce
(Section 14, Township 34 South, and Range 39 East) in Ft. Pierce, St. Lucie County, Florida. The
site appeared as a vacant, wooded parcel of land with a few recently cleared trails to allow access.
A site vicinity map is presented as our Figure 1.
3.0 PROJECT DESCRIPTION
We have examined a conceptual site plan prepared by Kimley-Horn & Associates, Inc., dated
December 12, 2018. A portion of a proposed plan showing the approximate boring locations
arranged across the site has been reproduced as our Boring Location Plan, Figure 2. It is our
understanding that the project involves the construction of a 7-Eleven facility which includes
constructing a one-story convenience store, covered canopy, tank farm, septic system, drainage
considerations and the associated parking and drive areas. We understand the convenience store
will have a combination of weight -bearing masonry walls and isolated columns. For construction
of this type, we anticipate maximum wall loads on the order of 4 kips per lineal foot and maximum
column loads (if any) on the order of 70 kips. We expect the canopy to be supported on steel or
concrete columns with loads on the order of 15 to 20 kips.
If any of this information is incorrect or anticipated to change, we should be notified in writing and
allowed to review the changes and make corrections to this report as needed.
2200 North Florida Mango Road, Suite 101, West Palm Beach, Florida 33409 Phone (561) 687-8200 FAX (561) 640-7375
Louisiana: Alexandria, Baton Rouge, Monroe, New Orleans, Shreveport
Florida: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach
7-Eleven Facility — NWC Indrio Road & Kings Highway, Ft. Pierce Page 2
AAI File No. 19-1651
4.0 FIELD EXPLORATION
4.1 SOIL BORINGS
To explore the subsurface conditions at the site, five (5) Standard Penetration Test (SPT) borings
and three (3) auger borings were performed at the approximate locations shown on Figure 2. The
SPT borings were terminated at depths of 15 to 25 feet, and the auger borings at depths of 5 to
6 feet below the existing ground surface. The soil borings were performed in general accordance
with the procedures outlined in ASTM D-1586 (SPT borings) and ASTM D-1452 (auger borings).
The boring logs and a description of our drilling and testing procedures are attached.
4.2 FIELD PERMEABILITY TEST
In order to estimate the hydraulic conductivity of the upper soils, a field permeability test was
performed at the approximate location shown in Figure 2. This test was conducted in general
accordance with the usual open -hole exfiltration test method described in the South Florida Water
Management District (SFWMD) Permit Information Manual, Volume IV. Descriptions of the soils
observed in the test borehole and the test results are presented in the attached field permeability
test log. In brief, the exfiltration test yielded a hydraulic conductivity value of 3.98 x 10-4 cfs/sqf -
ft head.
4.3 GENERAL
Our field exploration was conducted on May 20 to June 3, 2019. The boring and test locations
were laid out in the field in reference to the property boundaries and estimated distances from
distinguishable site features. We estimate that the actual boring locations are within approximately
25 feet of the locations shown in Figure 2.
5.0 LABORATORY TESTING
Our drillers examined the soils recovered from borings, placed the recovered soil samples in
moisture proof containers, and maintained a log for each boring. The field soil boring logs and
recovered soil samples were transported to our West Palm Beach soils laboratory from the project
site. Each soil sample was then examined by an Engineer and visually classified in general
accordance with the Unified Soil Classification System (USCS). The soil classifications and other
pertinent data obtained from our explorations and laboratory examinations and tests are reported
on the attached boring logs. The soil samples recovered from our explorations will be kept in our
laboratory for 60 days, then discarded unless you request otherwise.
6.0 GENERAL SUBSURFACE CONDITIONS
The attached boring logs present a detailed description of the soils encountered at the locations
and the depths explored. The soil stratification shown on the boring logs is based on examination
of recovered soil samples and interpretation of the driller's field logs. It indicates only the
approximate boundaries between soil types. The actual transitions between adjacent soil strata
may be gradual and indistinct.
7-Eleven Facility — NWC Indrio Road & Kings Highway, Ft. Pierce Page 3
AAI File No. 19-1651
The soils encountered in our borings consisted generally of very loose to loose fine sands with
varying amounts of roots to depths of 2.5 to 3.5 feet, followed by a discontinuous layer of loose
to medium dense organically stained fine sand with varying amounts of silt, occasional loosely
cemented sand ("hardpan") nodules, and roots to depths of 3.5 to 4.5 feet, in turn followed by
medium dense slightly clayey to clayey fine sands to depths of 6 to 8.5 feet. Loose to medium
dense fine sands with varying amounts of silt, clay and shell fragments were encountered below
these depths to the termination depth of our deepest borings at 25 feet.
Our review of the Soil Survey of St. Lucie County, Florida, which was issued by the U.S.
Department of Agriculture, Soil Conservation Service in 1977, indicates that the predominant
surficial soil types in the area where the site is located are Pepper and EauGallie sands. These
soils are described as very deep, poorly drained, slowly or very slowly permeable soils that formed
in sandy and loamy marine sediments. These soils typically have a dark colored organically
stained layer at a depth of 23 to 32 inches under natural conditions and are by loamy soils to
depths of 80 inches or more. The soils encountered in our borings compared well with those
described by the USDA Soil Survey. No highly organic soils were encountered, but pockets/layers
may remain in unexplored areas of this site.
7.0 GROUNDWATER CONDITIONS
Our drillers observed groundwater in the boreholes at depths of 6 feet or more below the existing
ground surface, as noted on the boring logs. The fluctuations are attributed to grade differences
across the site. Groundwater levels on this site should vary throughout the year due to a variety
of factors including recharge from rainfall, control elevations in adjacent canals and established
drainage patterns. Groundwater levels somewhat above the present levels should be expected
after major storm events and periods of heavy or prolonged rainfall. The relatively shallow layers
of slightly clayey to clayey fine sands could cause a temporarily higher "perched" or "ponded"
groundwater condition after heavy or prolonged rainfall.
8.0 DISCUSSIONS AND RECOMMENDATIONS
8.1 GENERAL
Based on the findings of our site exploration and our evaluation of the encountered subsurface
conditions, we conclude that the soils underlying this site are generally satisfactory to support the
proposed construction on conventional shallow foundations or on monolithic slab foundations.
The bearing capacity of the near -surface sands should be improved in order to reduce the risk of
unsatisfactory foundation performance. Following are specific recommendations for site
preparation procedures and the design of foundation systems.
8.2 SITE PREPARATION RECOMMENDATIONS
8.2.1 Clearing
The building areas within lines five feet outside the building perimeters, and the areas to be paved,
should be cleared of surface vegetation, trash, debris, topsoil and remnants of foundations and
other former structures. Utility lines should be properly abandoned, removed or rerouted around
the construction areas. Excavations made while removing unsuitable materials, utilities, etc.
should be backfilled with approved granular fill placed and compacted in thin lifts as
recommended below.
7-Eleven Facility— NWC Indrio Road & Kings Highway, Ft. Pierce
AAI File No. 19-1651
8.2.2 Proofrolling and Placement of Fill
Page 4
The cleared areas should be proof rolled with a heavyweight (10-12 ton) vibratory roller. Any soft,
yielding soils detected during the proofrolling operations should be excavated and replaced with
approved fill conforming to the specifications below. Sufficient passes should be made during the
proofrolling operations to produce minimum dry densities of 98 percent of the Modified Proctor
(ASTM D-1557) maximum dry density value of the compacted subgrade soils to depths of 2 feet
below the compacted surface. The proof rolled areas should receive not less than 10 overlapping
passes, half of them in each of two perpendicular directions.
After the exposed surface has been proofrolled and tested to verify that the desired dry density
has been obtained, the construction areas may be filled to the desired grades. All fill material
should conform to the specifications below. It should be placed in uniform layers, not exceeding
12 inches in loose thickness, individually compacted with a heavy vibratory roller to a minimum
dry density of 98 percent of the Modified Proctor maximum dry density value of the fill material. It
should be noted that soils with high percentages of silt and clay may need to be removed from all
or portions of the proposed septic drainfield and retention areas (percolation/permeability
considerations). Positive drainage should be maintained at this site for all structures throughout
their design life.
While there were no nearby structures present at the time our exploration was completed, we
recommend that the site preparation contractor monitor the vibrations produced during the
proofrolling operations so that they do not adversely affect any nearby structures present at the
time of construction. Should there be concern about vibration levels produced by the compaction
operations, a seismograph with a suitable indicator range may be arranged on the site while this
work is undertaken. We remain available to assist you in this regard.
8.2.3 Final Compaction
Note that after completion of the general site preparation, when excavations for the construction
of foundations or thickened slab edges are made through the compacted soils, the bottom of the
foundation excavations should be compacted to densify soils loosened during or after the
excavation process and washed or sloughed into the excavation prior to the placement of forms.
A heavy-duty vibratory rammer should be used for this final compaction, immediately prior to the
placement of reinforcing steel, with previously described minimum dry density requirements to be
maintained below the foundation level.
After the foundations are cast and the forms are removed, backfill around the foundations should
be placed in thin lifts, six inches or less in loose thickness, individually compacted with a heavy-
duty vibratory rammer or vibratory plate compactor to a minimum dry density of 98 percent of the
Modified Proctor maximum dry density value of the backfill material.
8.2.4 Fill Material Specifications
All fill material under the buildings and pavement should consist of clean sands or fragmented
limerock, free of organics and other deleterious materials. The fill material should have not more
than eight percent by dry weight passing the U.S. No. 200 sieve and no particle larger than 3
inches in diameter. Backfill behind walls, if any, should be particularly pervious, with not more
than 4 percent by dry weight passing the U.S. No. 200 sieve.
7-Eleven Facility — NWC Indrio Road & Kings Highway, Ft. Pierce Page 5
AAI File No. 19-1651
Soils denoted as fine sands, and slightly silty to slightly clayey fine sands are generally considered
suitable for use as fill and backfill with proper moisture conditioning and placement as
recommended in this report. Soils denoted as silty or clayey fine sands generally contain more
than 12 percent fines and will be more difficult to moisture condition and compact. Importing more
suitable sandy soils with less than 12 percent fines may be needed to facilitate construction if the
clayey soils have excessive fines and prove difficult to compact.
The use of soils with relatively high fines content (Le; silty and clayey soils) as fill should be
avoided near the ground surface in green -space areas since these relatively low permeability
soils promote ponding of water during and following rainfall. Also, in high groundwater areas, silty
and clayey soils may cause a rise in the water table elevation due to capillary action. Additionally,
these relatively low permeability soils should not be used directly beneath any pavement section
as they may trap water within the pavement section leading to premature pavement failure.
8.2.4.1 Utility Installation
Slightly silty to silty soils, "hardpan" layers and slightly clayey to clayey soils may hinder backfilling
and compacting activities related to utility installation (both for piping and structures) or other
excavations. Soils containing excess "fines" that retain moisture (and "hardpan") soils can be
difficult to dry and/or may not be easily broken down for re -use, making such earthwork operations
difficult. The importing of clean, free draining fine sand for excavation backfill is often conducted
on projects of this nature to facilitate construction. The contractor should be made aware of the
potential for encountering slightly silty to clayey soils at the site.
8.2.5 Additional Recommendations
Care must be exercised prior to, during and after construction to prevent erosion effects or
undermining of foundations. The integrity of the raised building "pad" must hence be maintained
for a distance of at least five feet beyond the foundation levels, with gutters disposing of rainfall
runoff beyond the pad limits.
Foundation concrete should not be cast over a foundation surface containing topsoil or organic
soils, trash of any kind, surface made muddy by rainfall runoff, or groundwater rise, or loose soil
caused by excavation or other construction work. Reinforcing steel should also be clean at the
time of concrete casting. If such conditions develop during construction, the reinforcing steel must
be lifted out and the foundation surface reconditioned and approved by the Foundation Engineer.
8.3 FOUNDATIONS
After the foundation soils have been prepared in accordance with the above site preparation
recommendations, the site should be suitable for supporting the proposed structure on
conventional shallow foundations or a "monolithic" slab proportioned for a maximum allowable
bearing stress of 2,500 pounds per square foot (psf). Continuous foundations should be at least
18 inches wide, and individual column footings should have a minimum width of 24 inches; shallow
foundations should bear at least 18 inches, and monolithic slab foundations at least 12 inches
below adjacent finish grades.
7-Eleven Facility — NWC Indrio Road & Kings Highway, Ft. Pierce Page 6
AAI File No. 19-1651
8.3.1 Bearing Capacity and Settlements
Based upon the boring information and the assumed loading conditions, we estimate that the
recommended allowable bearing stress will provide a minimum factor of safety in excess of two
against bearing capacity failure. With the site prepared and the foundations designed and
constructed as recommended, we anticipate total settlements of one inch or less, and differential
settlement between adjacent similarly loaded footings of less than one half of an inch. For design
purposes, we recommend using a subgrade reaction modulus of 125 pounds per cubic inch (pci)
for all well compacted fine sands.
8.3.2 Slab -On -Grade
Ground floor slabs can be placed directly on the compacted subgrade. In our opinion, a highly
porous base material is not necessary. We recommend the use of a polyolefin film vapor barrier
with a minimum thickness of 10 mils. Care must be exercised in installing control joints shortly
after placing the concrete, and in placing and maintaining the steel reinforcement at its designated
elevation within the floor slab.
8.4 UNDERGROUND STORAGE TANKS
We encountered mostly slightly clayey to clayey fine sands and fine sands with varying amounts
of silt and shell in our boring performed in the vicinity of the proposed underground storage tanks.
Note that the groundwater was encountered at a depth of about 6 feet (or more) across the site
and it could rise to higher elevations after periods of heavy or prolonged rainfall.
Dewatering will likely be needed for utility and tank excavations and to allow proper inspection,
placement and compaction of the backfill. The dewatering scheme should be developed by the
earthwork contractor. Dewaterin_g measures should be controlled so that the _groundwater is not
lowered under adiacent structures.
The contractor is to be responsible for implementing all necessary safety measures to protect the
adjacent properties and construction crews. The contractor, as a minimum, should comply with
the latest editions of the OSHA standards for trenching and excavation.
8.5 SEPTIC DESIGN CONSIDERATIONS
The auger borings performed in the proposed septic and drainage locations encountered a profile
similar to the general soil profile for the entire site (outlined earlier in this report). The actual
conditions in each location are provided in the appendices of this report along with the respective
corresponding Munsell colors and USDA soil descriptions. A constant head laboratory
permeability test was performed on a representative sample of the brown loamy fine sand
(obtained at a depth of about 4.5 to 5 feet below existing grades) and indicated a permeability
rate of 0.23 inches per hour (in/Hr).
7-Eleven Facility — NWC Indrio Road & Kings Highway, Ft. Pierce
AAI File No. 19-1651
8.6 PAVEMENT RECOMMENDATIONS
Page 7
No traffic patterns or pavement design information was provided. However, new pavements may
consider using materials (limerock base, etc.) recycled from the demolition of any existing
pavements to form sub -base sections. The pavements will need to be designed according to their
anticipated traffic load conditions with thicker sections or rigid pavements used in more heavily
loaded areas and/or dumpster pads.
New pavement areas should be proofrolled with a medium weight (8-10 ton) vibratory roller. Any
unsuitable organic or deleterious soils or soft, yielding soils observed or detected during the
proofrolling operations should be excavated and replaced with approved fill conforming to the
specifications below. Sufficient passes should be made during the proofrolling operations to
produce minimum dry densities of 98 percent of the Modified Proctor (ASTM D-1557) maximum
dry density value of the compacted subgrade soils to depths of 1 foot below the compacted
surface. The proofrolled areas should receive not less than 10 overlapping passes, half of them
in each of two perpendicular directions.
After the exposed surface has been proofrolled and tested to verify that the desired dry density
has been obtained, the construction areas may be filled to the desired grades. All fill material
should conform to the previously described specifications. It should be placed in uniform layers,
not exceeding 12 inches in loose thickness, individually compacted with a heavy vibratory roller
to a minimum dry density of 98 percent of the Modified Proctor maximum dry density value of the
fill material.
8.6.1 Flexible Pavement Section
We recommend a pavement section consisting of an asphaltic concrete wearing surface, resting
on a calcareous base course, supported on a stabilized subgrade course.
The pavements should be designed according to the anticipated traffic conditions. The stabilized
subgrade course should be at least 12 inches thick. It should have a Limerock Bearing Ratio
[LBR] (FDOT FM F-515) value greater than 40 and should be compacted to a minimum dry density
of 98 percent of its Modified Proctor maximum dry density value. The stabilized subgrade may be
replaced by a thicker base course or eliminated (pending regulations of the governing municipal
or county authorities), if the Civil Engineer determines that the anticipated traffic loads do not
warrant it.
The base course may be either crushed limerock or crushed concrete with an LBR value in excess
of 100 and conforming to the gradation and other criteria specified in the FDOT Standard
Specifications for Road and Bridge Construction. It should have a minimum thickness of 6 inches,
and should be placed in two lifts, individually compacted to a minimum dry density of 98 percent
of its Modified Proctor maximum dry density value.
We recommend a minimum of 1.5-inch thick FDOT Type S-1 or SP-9.5 asphaltic wearing surface.
Care must be exercised to place the asphalt over dry, well primed base material. The asphalt can
be placed in two layers, with the second layer placed after all site construction is completed.
7-Eleven Facility — NWC Indrio Road & Kings Highway, Ft. Pierce Page 8
AAI File No. 19-1651
8.6.2 Heavy -Duty Pavement
The base course may be either crushed limerock or crushed concrete with an LBR value in excess
of 100 and conforming to the gradation and other criteria specified in the FDOT Standard
Specifications for Road and Bridge Construction. It should have a minimum thickness of 8 inches,
and should be placed in two lifts, individually compacted to a minimum dry density of 98 percent
of its Modified Proctor maximum dry density value.
We recommend a 2-inch thick FDOT Type S-1 or SP-12.5 asphaltic wearing surface. Care must
be exercised to place the asphalt over dry, well primed base material. The asphalt can be placed
in two layers, with the second layer placed after all site construction is completed.
8.6.3 Rigid Pavement
We recommend a minimum 5-inch thick pavement section of unreinforced Portland cement
concrete, supported on a 4-inch thick stabilized subgrade course resting on well -compacted
subgrade. In our experience, concrete placed directly on clean sands tends to punch into the
sands when wheel loads are imposed near the control joints, causing the development of cracking
possibly because the upper most sands tend to be fluffed by the traffic of humans before and
during the pour.
The stabilized subgrade should have an LBR value greater than 40 and should be compacted to
a minimum dry density of 98 percent of its Modified Proctor maximum dry density value. The
concrete should have a minimum 28-day compressive strength of 4,000 psi. Construction control
joints should be placed no more than 15 feet apart in either direction and should be at least one -
quarter of the thickness of the concrete. They should be cut as soon as the concrete will support
the crew and equipment (8 to 12 hours). The concrete should be cured by moist curing or by
application of a liquid curing compound.
8.6.4 Curbing
The curbing around landscaped areas adjacent to pavement should be constructed with full -depth
sections. Use of extruded curb sections that lie directly above the final asphalt surface, or
omission of the curbing, can allow migration of irrigation water or surficial runoff from the
landscaped areas. The excess water often causes separation of the asphalt wearing surface from
the base and softening of the base material, resulting in early deterioration of the pavement.
Landscaped areas should be provided with adequate drainage of irrigation water.
8.7 QUALITY CONTROL
We recommend establishing a comprehensive quality assurance and control program to verify
that all site preparation and foundation construction is conducted in accordance with the
appropriate plans and specifications. Materials testing and inspection services should be
provided by Ardaman & Associates, Inc.
7-Eleven Facility — NWC Indrio Road & Kings Highway, Ft. Pierce Page 9
AAI File No. 19-1651
At a minimum, an on -site engineering technician should monitor all stripping and grubbing to verify
that all deleterious materials have been removed and should observe the proofrolling operation
to verify that the appropriate numbers of passes are applied to the subgrade. In -situ density tests
should be conducted during filling activities and below all footings and floor slabs to verify that the
required densities have been achieved. In -situ density values should be compared to laboratory
Proctor moisture -density results for each of the different natural and fill soils encountered. Finally,
we recommend inspecting and testing the construction materials for the foundations and other
structural components.
8.7.1 In -Place Density Testing Frequency
In Southeast Florida, earthwork testing is typically performed on an on -call basis when the
contractor has completed a portion of the work. The test result from a specific location is only
representative of a larger area if the contractor has used consistent means and methods and the
soils are practically uniform throughout. The frequency of testing can be increased and full-time
construction inspection can be provided to account for variations. We recommend that the
following minimum testing frequencies be utilized.
In proposed structural areas, the minimum frequency of in -place density testing should be one
test for each 2,500 square feet of structural area (minimum of five test locations). In -place density
testing should be performed at this minimum frequency for a depth of 1 foot below natural ground
and for every 1-foot lift of fill placed in the structural areas. In addition, density tests should be
performed in each column footing for a depth of 2 feet below the bearing surface. For continuous
or wall footings, density tests should be performed at a minimum frequency of one test for every
50 lineal feet of footing, and for a depth of 2 feet below the bearing surface.
Utility backfill should be tested at a minimum frequency of one in -place density test for each 12-
inch lift for each 200 lineal feet of pipe. Additional tests should be performed in backfill for
manholes, inlets, etc.
Representative samples of the various natural ground and fill soils should be obtained and
transported to our laboratory for Proctor compaction tests. These tests will determine the
maximum dry density and optimum moisture content for the materials tested and will be used in
conjunction with the results of the in -place density tests to determine the degree of compaction
achieved.
Please note that the reliance on Ardaman' s recommendations presented herein is predicated on
an Ardaman representative being onsite to verify that the all subgrade soils have been prepared
and the foundations are installed in compliance with our report recommendations.
9.0 CLOSURE
This report has been prepared specifically for subject project. It is intended for the exclusive use
of Creighton Construction & Management, LLC. and their representatives. Our work has used
methods and procedures consistent with local foundation engineering practices. No other
warranty, expressed or implied, is made. We do not guarantee project performance in any
respect, only that our work meets normal standards of professional care. Environmental concerns,
including (but not limited to) the possibility that hazardous materials or petroleum -contaminated
soils or groundwater may be present on the subject site, were not included in the scope of work.
The recommendations submitted in this report are based on the data obtained from our
exploration program and our understanding of the proposed construction and loading conditions
as described herein. This report may not account for any variations that may exist between
7-Eleven Facility — NWC Indrio Road & Kings Highway, Ft. Pierce Page 10
AAI File No. 19-1651
conditions observed in the borings and conditions at locations that were not explored. The nature
and extent of any such variations may not become evident until construction is underway. If
variations are then observed, we should be requested to review the conclusions and
recommendations in this report.
In the event any changes occur in the design, nature or location of any project facilities, we should
be requested to review the conclusions and recommendations in this report. We also recommend
that we be requested to review the final foundation drawings and earthwork specifications so that
our recommendations may be properly interpreted and implemented in the contract documents.
It has been a pleasure to assist you on this phase of your project. Please contact us whenever
we may be of service to you, and please call if you have any questions concerning this report.
ARDLS, INC.
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Attachmen/tS'11J "'\ inity Map - Figure 1
Boring Location Plan - Figure 2
Subsurface Exploration Information
SPT Boring Logs (5)
Auger Boring Logs (3)
Field Permeability Test Log (1)
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STANDARD PENETRATION TEST BORING LOG
BORING B-1
PROJECT: 7-Eleven - NWC Indrio Road & Kings Hwy FILE No.: 19-1651
Ft. Pierce, Florida
BORING LOCATION: As per plan. DRILL CREW: CTL
WATER OBSERVED AT DEPTH 6.0 feet DATE DRILLED: 5/31/19
DEPTH
SYMBOLS
SOIL DESCRIPTION
SAMPLE
N
N VALUE
(FEET)
FIELD TEST DATA
No.
VALUE
_
0
:'• I /6
---------------- ................. .------------
Brown fine sand
2/6
4/6
6
6/6
6/6
8/6
6/6
Dark brown slightly silty fine sand, few loosely cemented ("hardpan")2
14
6/6
".
nodules
5
4/6
6/6
.........-•--•....................•-................•..............
Light brown slightly clayey to clayey fine sand
3
17
�! : 6/6
7/6
6/6
Gray slightly clayey to clayey fine sand
4
7/6
12
S/6
4/6
8/6
cQ I' 4j 6/6
8/6
Gray slightly clayey fine sand, some shell fragments
5
14
10
8/6
/6
Gray fine sand, some shell fragments
6
6/6
13
15
�L ° "• 7/6
ck ' '
> K.
rid < ti 2/6
7
4 . 4/6
e.> • 2/6
4/6
6
20
fi tip" , r
E:
` yr wa
r £
3/6
5/6
g
E �<' 5/6
6/6
10
75
Boring terminated at 25 feet
30
NOTES:
FIELD TEST DATA ARE "BLOWS"/"INCHES DRIVEN" 140-LB HAMMER, 30-INCH FALL. (ASTM D-1586)
Ardaman & Associates
Ardaman & Associates, Inc.
STANDARD PENETRATION TEST BORING LOG
BORING B-2
PROJECT: 7-Eleven - NWC Indrio Road & Kings Hwy FILE No.: 19-1651
Ft. Pierce, Florida
BORING LOCATION: As per plan. DRILL CREW: CTL
WATER OBSERVED AT DEPTH 6.0 feet DATE DRILLED: 5/31/19
DEPTH
SYMBOLS
SOIL DESCRIPTION
SAMPLE
N
N VALUE
(FEET)
FIELD TEST DATA
No.
VALUE
0__
.
2/6
...................................................................
Gray to light brownish -ray fine sand
I.
. . . . . .
2/6
2/6
4
. . . . . .
2/6
5/6
6/6
5/6 .
...................................................................
5/6
Dark brown slightly silty fine sand, few loosely cemented ("hardpan")
2
5--
3/6
4/6 .
nodules
...................................................................
5/6
Light brown slightly clayey to clayey fine sand
3
9
% 5/6
5/6
7/6 .
_-K 7/6
...................................................................
Gray slightly clayey to clayey fine sand
4
14
8/6
7/6 .
...................................................................
8/6
8/6
Gray slightly clayey fine sand, some shell fragments
5
16
10__
8/6
Q
4/6
6
5/6
7/6
12
15--
, -e,. v , 4! 9/6
3/6
3/6
Gray �.n--e-sand, --some -shell --fragments -------------------------------
7
yg 3/6
6
20--
5/6
4/6
8
4/6
6/6
10
25--
7/6
. . . . . . . .
Boring terminated at 25 feet
301
. . . . . . . .
NOTES:
FIELD TEST DATA ARE "BLOWS"/"INCHES DRIVEN" 140-LB HAMMER, 30-INCH FALL. (ASTM D-1586)
Ardarnan & Associates
S � Ardaman &Associates, Inc.
STANDARD PENETRATION TEST BORING LOG
BORING B-3
PROJECT: 7-Eleven - NWC Indrio Road & Kings Hwy FILE No.: 19-1651
Ft. Pierce, Florida
BORING LOCATION: As per plan. DRILL CREW: CTL
WATER OBSERVED AT DEPTH 6.0 feet DATE DRILLED: 5/31/19
DEPTH
SYMBOLS
SOIL DESCRIPTION
SAMPLE
N
N VALUE
(FEET)
FIELD TEST DATA
No.
VALUE
0
I/6
-•----•----•.......•-------------••-•--............................
Gray fine sand
I
. . i
I/6
3
2/6
6/6
7/6 .
15/6
"
.........................
Light brown cla}'ey fine sand
?
�9
14/6
14/6
8/6
-•..............................................................•..
5
8/6
Gray clayey fine sand
3
16
8/6
:.. 5/6
i
5/6
Gray clayey fine sand, some shell fragments
/6 8
8/6
l7
7/6
2/6
..............................................................
Gray fine sand, some shell fragments
5
;� y> 3/6
7
4 4/6
10
k
4/6
,y
`
•�: i• 4/6
Gray slightly silty fine sand, some shell fragments
6
6/6
f, r
10
5/6
1' I
5/6
ar r� 5/6
...------•-•.....................................................
Gray fine sand, some shell fragments
7
i
5/6
10
5/6
20
Boring terminated at 20 feet
25
30
NOTES:
FIELD TEST DATA ARE 'BLOWS"/"INCHES DRIVEN" 140-LB HAMMER, 30-INCH FALL. (ASTM D-1586)
Ardatnan & Associates
wm�.v Ardaman & Associates, Inc.
STANDARD PENETRATION TEST BORING LOG
BORING B-4
PROJECT: 7-Eleven - NWC Indrio Road & Kings Hwy FILE No.: 19-1651
Ft. Pierce, Florida
BORING LOCATION: As per plan. DRILL CREW: CTL
WATER OBSERVED AT DEPTH 6.0 feet DATE DRILLED: 5/31/19
DEPTH
SYMBOLS
SOIL DESCRIPTION
SAMPLE
N
N VALUE
(FEET)
FIELD TEST DATA
No.
VALUE
0
:.• ..I/6
-••..............•---...........------.................._..........
Gray fine sand
1
:. I
./6
2/6
3
2/6
.: 9/6
.................
" 11/6
11/6
Light brown clayey fine sand
2
22
13/6
7/6
........
5
7/6
6/6
Light brown to brownish gray clayey fine sand
3
13
6/6
6/6
Gray clayey fine sand. some shell fragments
4
6/6
7/6
13
8/6
.............. ... ............. .............................
Gray fine sand to slightly clayey fine sand, some shell fragments
5
3/66
;tka> 3/6
6
10
" 4/6
4/66
L
4/6a/6
8
6/6
15'�
Boring terminated at 15 feet
20
25
30
NOTES:
FIELD TEST DATA ARE "BLOWS"/"INCHES DRIVEN" 140-LB HAMMER, 30-INCH FALL. (ASTM D-1586)
Ardaman & Associates
wo�.v Ardaman & Associates, Inc.
STANDARD PENETRATION TEST BORING LOG
BORING B-5
PROJECT: 7-Eleven - NWC Indrio Road & Kings Hwy FILE No.: 19-1651
Ft. Pierce, Florida
BORING LOCATION: As per plan. DRILL CREW: CTL
WATER OBSERVED AT DEPTH 6.0 feet DATE DRILLED: 5/31/19
DEPTH
SYMBOLS
SOIL DESCRIPTION
SAMPLE
N
N VALUE
(FEET)
FIELD TEST DATA
No.
VALUE
0
1/6
---------•...................................•..................•--
Gray fine sand
I
' . '
.. 1 /6
2
1 /6
3/6
".
•: 8/6
........................................................
14/6
Light brown clayey fine sand
2
?8
14/6
16/6
6/6
-----•--.......•••-•...............................................
5/6
Light brown to brownish gray clayey fine sand
3
I 1
l 6/6
::. 6/6
------•..............................................
i i
• .'"' 4/6
Gray clayey fine sand, some shell fragments
4
4/6
7
zT 3/6
3/6
.....-•....................•--------........------.....•----•••....
2/6
it
Gray slightly clayey fine sand, some shell fragments
5
a 2/6
m yAa 4/6
6
to ^ �` 2/6
ti:i
spa 3/6
6
S r 3/6
3/6
6
3/6
15
Boring terminated at 15 feet
20
25
30 —
NOTES:
FIELD TEST DATA ARE "BLOWS"/"INCHES DRIVEN" 140-LB HAMMER, 30-INCH FALL. (.ASTM D-1586)
Ardaman & Associates
�.v
�K Ardarnan & Associates, Inc.
�F v
HAND AUGER BORING LOG
BORING HA-1
PROJECT: 7-Eleven - NWC Indrio Road & Kings Hwy
Ft. Pierce, Florida
BORING LOCATION: As per plan.
FILE No.: 19-1651
DRILL CREW: DG[MC
WATER OBSERVED AT DEPTH Greater than 6 feet (estimated to be 10 feet below exifMTErWR)LLED: 5/20/19
DEPTH
SYMBOL
SOIL DESCRIPTION
SAMPLE
No.
0--
.
.....................................................................................................
Gray fine sand (I OYR 5/1), few small roots
.
....................................................................................................
Gray fine sand ( I OYR 6/1), trace roots
?
—--e-s-a-n--d( -----------------------------------------------------------------------------------
61ack—fine - N 2/0), trace roots
3
.
.
....................................................................................................
Black fine sand ( YR2/1),few loos lycemeted sand nodules
.................................... S
4
...............................................................
Dark brown loamy fine sand (I OYR 3/3), trace roots
5
.
....................................................................................................
Brown loamy fine sand (I OYR 4/3). trace roots
6
5--
.
...................................................................................................
Light bro%% nish gray loamy fine sand (I OYR 6/2)
7
10--
15--
NOTES: Borina terminated at 6 feet. (Septic Area)
C
Ardaman & Associates
Ardaman &Associates, Inc.
HAND AUGER BORING LOG
BORING HA-3
PROJECT: 7-Eleven - NWC Indrio Road & Kings Hwy
Ft. Pierce, Florida
BORING LOCATION: As per plan.
WATER OBSERVED AT DEPTH Greater than 5 feet.
FILE No.: 19-1651
DRILL CREW: CTL
DATE DRILLED: 6/03/ l9
DEPTH
SYMBOL
SOIL DESCRIPTION
SAMPLE
No.
p
....fi--ne---sand ---•-•---•-----------------•-•--........---•-------....-----------.........------.....
"•t •`•
Gray
1
�Y
•
............................................................................... .....................
Gray slightly clayey fine sand
_
O
i
I5 y
NOTES: Boring terminated at 5 feet.
Ardaman & Associates
wm� V Ardaman & Associates, Inc.
HAND AUGER BORING LOG
BORING HA-4
PROJECT: 7-Eleven - NWC Indrio Road & Kings Hwy
Ft. Pierce, Florida
BORING LOCATION: As per plan.
WATER OBSERVED AT DEPTH Greater than 5 feet.
FILE No.: 19-1651
DRILL CREW: CTL
DATE DRILLED: 6/03/ 19
DEPTH
SYMBOL
SOIL DESCRIPTION
SAMPLE
No.
p---•------------------------------------------
Light gray to gray fine sand
1
v�
' � r
'
i
..................................................
Light bro"n clayey fine sand
-
10
15
NOTES: Boring terminated at 5 feet.
Ardaman & Associates
Ardaman &Associates, Inc.
FIELD PERMEABILITY TEST LOG
SFWMD USUAL OPEN -HOLE TEST
EX-1
PROJECT: 7-Eleven - NWC Indrio Road & Kings Hwy FILE No.: 19-1651
Ft. Pierce, Florida
TEST LOCATION: As per plan. DRILL CREW: DG/MC
GROUNDWATER OBSERVED AT DEPTH Greater than 6 feet (estimated to be 10 feetTER&ID A Wffig frf2661j9
Q
I I H2
_ I ( Water Table
I Ds
K = - 4Q
zd(2H2 +4H,D., + H, d)
Q ["Stabilized" Flow Rate (cfs)] = 8.71 x 10 3
K [Hydraulic Conductivity (cfs/sqf - ft head)] = 3.98 x 10-4
d [Diameter of Test Hole (ft)] = 0.375
H, [Depth to Water Table (ft)] = 6+
* Ds [Saturated Hole Depth (ft)] = 0
* By Groundwater
DEPTH
SYMBOLS
SOIL DESCRIPTION
SAMPLE
No.
0
•---------- --•------•----------•-------------•--.-----------------..----------------------------
Gray fine sand (IOYR 5/1), few small roots
1
1
7
.
..........................•----.........----•-....----...........................................
Gray fine sand (1 OYR 6/ 1), trace roots
2
3
r
1.}
Black fine sand (5YR 2/1). few loosely cemeted sand nodules
4
4----------------------------------------------------------------------------------------------
5
Dark brown loamy fine sand (IOYR 3/3), trace roots
5
% %
Brown loamy fine sand (IOYR 4/3). trace roots
6
6
NOTES: Boring terminated at 6 feet. (Drainage Pond area)
Ardaman & Associates