HomeMy WebLinkAboutSUBSURFACE SOIL EXPLORATIONBY
Ardaman & Associates Inc.
ILL
Geotechnical, Environmental and
Materials Consultants
ander Properties of Fort Pierce, LLC
Culpepper & Terpening, Inc.
;0 South 251h Street
t Pierce, Florida 34981
Mr. Emory Redding
Subject: Subsurface Soil Exploration and
Geotechnical Engineering Evaluation
Dixieland Townhomes
Dixieland Drive
Fort Pierce, Florida
Mr. Redding:
. April 10, 2018
File No. 18-5414
RECEI EVEI D
OCT 29 2018
ST. Lucie County, Hera
As requested, we have completed a shallow subsurface soil exploration and geotechnical
engineering evaluation for the subject project. The purposes of performing this exploration were,
to evaluate the general subsurface conditions in the vicinity of the proposed townhome buildings,
parking/drive areas and a stormwater retention pond and to provide recommendations for site
preparation and foundation and pavement support. This report documents our findings and
presents our engineering recommendations.
SITE LOCATION AND SITE DESCRIPTION
The site for the proposed construction is located on the north side of Dixieland Drive and about
705 feet east of US'Highway 1 in Fort Pierce, Florida (Section 27, Township 35 South, Range 40
East). The general site -location is shown superimposed on the Fort Pierce, Florida USGS
quadrangle map presented on Figure 1. The site is currently undeveloped and sparsely wooded.
PROPOSED CONSTRUCTION AND GRADING
Based on review of a conceptual site plan that was provided to us by Culpepper and Terpening,
it is our. understanding that the proposed development includes five townhome buildings with
associated parking/drive areas. A stormwater retention pond is also being proposed on the
northwest corner of the site. For the purpose of our analysis, we assumed that the proposed
buildings will consist of load bearing masonry walls and interior columns with slab -on -grade floors.
Typical anticipated loading conditions for the structures were not provided, but have been
assumed to be on the order of 5 to 7 kips per linear foot for wall foundations and 70 to 90 kips for
individual column foundations. We have assumed less than 2 feet of fill is anticipated to bring the
building and pavement areas to final elevation. If actual building loads or fill heights exceed our
assumptions, then the recommendations in this report may not be valid.
460 NW Concourse Place, Unit 1, Port St. Lucie, Florida 34986 Phone (772) 878-0072 •FAX (772) 878-0097
Louisiana: Alexandria, Baton Rouge, Monroe, New Orleans, Shreveport
Florida: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port Charlotte, Port St. Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach
Wieland Townhomes - 2 -
He No. 18-5414
REVIEW OF SOIL SURVEY MAPS
Soil Survey of St. Lucie County, Florida, which was issued by the U.S. Department of
culture, Soil Conservation Service in 1980, states that the predominant surficial soil types in
area where the site is located are Waveland fine sand and Waveland-Lawnwood complex
1. Brief descriptions of these soil types, as taken from the Soil Survey, are presented below.
If4ccording. to the USDA Soil Survey, Waveland fine sand is a poorly drained, nearly level soil
found on broad flatwoods areas. Typically, the surface layer is fine sand about 8 inches thick.
It is black in the upper 4 inches and is dark gray in the lower 4 inches. The subsurface layer is
24 inches thick. It is grayish brown sand in the upper 9 inches, and light gray fine sand in the
lower 15 inches. The. subsoil extends to a depth of 53 inches. It is black loamy sand in the.
upper 8 inches and black sand -in the lower 13 inches. The substratum to a depth of 80 inches
or more is sand with pockets of loamy sand and sandy loam. It is dark grayish brown in the upper
4 inches, grayish brown in the next 9 inches, and olive gray in the lower part. The water table of
Waveland fine sand is within a depth of 10 inches of 1 to 4 months and within a depth of 40 inches
for 6 months or more during most years. It is perched above the subsoil early in the summer
rainy season and. after periods of heavy rainfall in other seasons. The water table recedes to a
depth of more than 40 inches during extended dry seasons
Waveland-Lawnwood complex is a complex that consists of poorly drained, depressional soils
found in the flatwoods. The soils are so intermixed that they could not be separated at the scale
selected for mapping: Waveland sand makes up 45 to 65 percent of the complex, and Lawnwood
sand makes up 25 to 45 percent. Typically, the surface layer of Waveland soils is black fine sand
1 inch thick. The subsurface. layer is- light gray sand_ 21 inches thick. The subsoil is sand that
extends to a depth,of 50 inches. The upper 15 inches is dark grayish brown, the next 6 inches
is dark reddish brown and is weakly cemented, and the lower 7 inches is dark brown. The
substratum, to a depth of 80 inches or more, is sand that has pockets of loamy sand. It is pale
brown in the upper 16 inches and light brownish gray below this layer. Waveland soils are
ponded for 6 ,to 9 months in most years. The available water capacity is low to a depth of about
5 inches, very low to a depth of 34 inches, and medium below this depth. Permeability is'rapid
in the surface layer and subsurface layer, slow to very slow in the subsoil, and moderately rapid
to rapid in the substratum. Typically, the Lawnwood soil has a surface layer of very dark gray
sand 3 inches thick. The subsurface layer is gray sand 19 inches thick. The subsoil is sand
that extends to a depth of 26 .inches. It is black and weakly cemented in the upper 4 inches and
is dark reddish brown in the lower 3 inches. The substratum, to a depth of 80 inches of more, is
reddish brown sand. Lawnwood soils are ponded for 6 to 9 months in most years. Permeability
is rapid in the surface layer and subsurface layer. It is moderately rapid to rapid in the
substratum, and slow to very slow in the subsoil.
FIELD EXPLORATION PROGRAM
The field exploration program included performing five (5) Standard Penetration Test (SPT)
borings (B-1 through B-5 on Figure 2) in the vicinity of the proposed townhome buildings and six
(6) auger borings (AB-1 through AB-6) within or in the vicinity of the surrounding parking%drive
areas and a stormwater pond. The SPT borings were advanced to a depth of 25 feet below the
existing ground surface using the -general methodology outlined in ASTM D-1586. The auger
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were conducted using a hand-held, 3-inch diameter bucket auger to a depth of 5 feet
the existing ground surface. Descriptions of these field procedures are included in the
it samples were recovered from the sampler or auger during performance of the borings. The
nples were visually classified in the field and representative portions of the samples were
nsported to our laboratory in sealed sample jars. The groundwater level at each of the boring
ations was measured during drilling. Upon completion, the borings were backfilled with soil
stings. The approximate locations of the borings are shown on Figure 2. These locations were
termined in the field by estimating distances from existing site features and should be
isidered accurate only to the degree implied by the method of measurement used.
Exfiltration Test
In order to estimate the hydraulic conductivity of the shallow soils, a constant -head exfiltration test
(Exfil-1) was performed in the vicinity of the proposed stormwater retention area as shown on
Figure 2. This test was performed in general accordance with the methods described in the
South Florida Water Management District (SFWMD) Permit Information Manual, Volume IV. In
brief, the hydraulic conductivity obtained from exfiltration test is shown in the table below.
i
a �TestxNun�ber ,,� � R Hydrauh;c Coni�uctwity (cfs/ft� ft�
Exfil-1 1.22 x 10-
It is noted that a suitable factor of safety should be used with this value. In addition, for the type
of soils tested, a transformation ratio of 1 horizontal to 1 vertical is appropriate (i.e; the estimated
ratio of horizontal to vertical permeability).
LABORATORY PROGRAM
Representative soil samples obtained during our field sampling operation were packaged and
transferred to our laboratory.for further visual examination and classification. The soil samples
were visually classified in general accordance with the Unified Soil Classification System (ASTM
D-2488). The resulting soil descriptions are shown on the soil boring profiles presented on
Figures 3 and 4.
GENERAL SUBSURFACE CONDITIONS
General Soil Profile
The results of the field exploration and laboratory programs are graphically summarized on the
soil boring profiles presented on Figures 3 and 4. The stratification of the boring profiles
represents our interpretation of the field boring logs and the results of laboratory examinations of
the recovered samples. The stratification lines represent the approximate boundary between
soil types. The actual transitions may be more gradual than implied.
As shown on the soil boring profiles on Figures 3 and 4,'the SPT borings typically encountered
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No. 18-5414
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lose to medium dense, light to dark brown and light gray to gray fine sand (Unified Soil
lassification SP) and fine sand with silt (SP-SM) to the boring termination depth of 25 feet. As
sown on Figure 4, the auger borings encountered similar soils to a depth of 5 feet below'the
Kisting ground surface. These soil profiles are outlined in general terms only. Please refer to
igures 3 and 4 for soil profile details.
note that hardpan -type soils and soils with trace to relatively minor amounts of roots and
anics were also noted in some of the borings as indicated on the boring profiles.
roundWater Level
The groundwater level was measured in the boreholes on the day drilled. As shown on Figures 3
and 4, groundwater was encountered in the SPT and auger borings at approximate depths
ranging from 4 to 5.5 feet below the existing ground surface on the date indicated. Fluctuations
in groundwater levels should be anticipated throughout the year primarily due to seasonal
variations in rainfall and other factors that may vary from the time the borings were conducted.
We note that the groundwater table may temporarily "perch" at higher levels atop the shallow
hardpan -type soils during or following periods of prolonged or heavy rainfall and during the wet
season.
NORMAL SEASONAL HIGH GROUNDWATER LEVEL
The normal seasonal high groundwater level each year is the level in the August -September
period at the end of the rainy season during a year of normal (average) rainfall. The water table
elevations associated with a higher than normal rainfall and in the extreme case, flood, would be
higher to much higher than the normal seasonal high groundwater level. The normal high water
levels would more approximate the normal seasonal high groundwater levels.
The seasonal high groundwater level is affected by a number of factors.. The drainage
characteristics of the soils, the land surface elevation, relief points such as drainage ditches,
lakes; rivers, swamp areas, etc., and distance to relief points are some of'the more important
factors influencing the seasonal high groundwater level.
Based on our interpretation of the site conditions using the soil borings and the Soil Survey, we
preliminarily estimate the normal seasonal high groundwater level at the boring locations to be
approximately 2 % to;3 Y2 feet above the groundwater level measured in the boreholes at the time
of our field exploration. We note that, after periods of heavy and/or prolonged rainfall, water may
"perch" temporarily atop the shallow hardpan -type soils at the site.
ENGINEERING EVALUATION AND RECOMMENDATIONS
General
The results of our exploration and analysis indicate that, with proper site preparation as
recommended in this report, the existing soils are .suitable for supporting the proposed townhome
buildings on a conventional shallow foundation system. Spread footings should provide- an
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equate support system for the structure: The soil borings typically encountered suitable soils at
locations and depths explored.
following are our recommendations for overall site preparation and foundation support which
feel are best suited for the proposed buildings and existing soil conditions. The
mmendations are made as a guide for the design engineer and/or architect, parts of which
ild be incorporated into the project's specifications.
ng and Grubbing
The "footprint" of the proposed building and pavement areas, plus a minimum margin of five feet,.
should be stripped of all surface vegetation, stumps,_ debris, organic topsoil or other deleterious
materials, as_ encountered. Buried utilities should be removed or plugged to eliminate conduits
into which surrounding soils could erode.
After stripping, the site should be grubbed or root -raked such that roots with a diameter greater
than'/ inch, stumps, or small roots in a dense state, are completely removed. The actual depth(s)
of stripping and grubbing must be determined by visual observation and judgment during the
earthwork operation.
Proof -rolling
We recommend proof -rolling the cleared surface to locate any unforeseen soft areas or unsuitable
surface or near -surface soils, to increase the density of the upper soils, and to prepare the, existing
surface for the addition of the fill soils (as required). -Proof-rolling of the building and pavement
areas should consist of at least 10 passes of a compactor capable of achieving the density
requirements described in the next paragraph. Each pass should overlap the preceding pass by
30 percent to achieve complete coverage. If deemed necessary, in areas that continue to "yield",
remove all deleterious material and replace with clean, compacted sand backfill. The proof -rolling
should occur after cutting and before filling.
A density equivalent to or greater than 95 percent of the modified Proctor (ASTM D-1557)
maximum dry density value for a depth of 1 foot must be achieved beneath the stripped and
grubbed ground surface. Additional passes and/or over -excavation and recompaction may be
required if these minimum density requirements are not achieved. The soil moisture should be
adjusted as necessary during compaction.
Proof -rolling may cause upward movement or "pumping" of the groundwater. However, we
recommend that the existing surface be level and firm prior to the addition of fill soils. Proof -rolling
with a front-end loader.may.help achieve the desired surface and compaction condition before
adding the fill soils. The site should be dewatered as necessary. Depending on the time of Year,
a 12- to 18-inch layer of clean fine sand (SP) fill may be required prior to proof -rolling.
Care should be exercised to avoid damaging any neighboring structures while the compaction
operation is underway. Prior to commencing compaction, occupants of adjacent structures should
be notified and the existing condition (i.e. cracks) of the structures documented with photographs
%land Townhomes
No. 18-5414
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survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent
lures, and Ardaman & Associates should be notified immediately.
Fill Material and the Compaction of Fill Soils
,II fill soil should be free of organic materials, such as roots and vegetation. We recommend using
II with less than 12 percent by dry weight of material passing the US. Standard No. 200 sieve
ize. Soils with more than 12 percent passing the No. 200 sieve can be used in some applications,
ut will be more difficult -to compact due to their inherent nature to retain soil moisture.
All structural fill should be placed in level lifts not to exceed 12 inches in uncompacted thickness.
Each lift should .be compacted to at least 95 percent of the modified Proctor (ASTM D-1557)
maximum dry density value. The filling and .compaction operations should continue in lifts until
the desired elevations) is achieved. If hand-held compaction equipment is used, the lift thickness
should be reduced to no more than 6 inches. N
Foundation Support by Spread Footings and Foundation Compaction Criteria
Excavate the foundations to the proposed bottom of footing elevations and, thereafter, verify the
in -place compaction for a depth of 1 foot below the footing bottoms. If necessary, compact the
soils at the bottom of the excavations to at least 95 percent of the modified Proctor maximum dry
density (ASTM D-1557) for a depth of 1 foot below the footing bottoms. Based on the existing soil
conditions and, assuming the above outlined proof -rolling and compaction criteria 'are
implemented, an allowable soil bearing pressure of 2,500 pounds .per square foot (psf) may be
used in the foundation design. This bearing pressure should result in foundation settlement within
tolerable limits (i.e., 1 inch or less).
All bearing wall foundations should be a minimum of 18 inches wide and column foundations 24
inches wide: A minimum soil cover of 24 inches should be maintained from the bottom of the
foundations to the adjacent finished grades.
Floor Slab Moisture Reducer and Slab Compaction Requirements
Compaction beneath all floor slabs should be verified for a depth of 12 inches and meet the 95
percent criteria (modified Proctor, ASTM D-1557).
Precautions should be taken during the slab construction to reduce moisture entry from the
underlying subgrade soils. Moisture entry can be reduced by installing a membrane between the
subgrade soils and floor slab. Care should be exercised when placing the reinforcing steel (or
mesh) and slab concrete such that the membrane is not punctured. We note that the membrane
alone does not prevent moisture from occurring beneath or on top of the slab.
If interior columns are isolated from the floor slab, an expansion joint should be provided around
the columns and sealed with a water -proof sealant. We note that the site could potentially have a
relatively high groundwater table level.during the wet season which needs to be considered if any
recessed slabs or sump pits (i.e., loading docks, etc.) are being planned for the site.
gland Townhomes .
No. 18-5414
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ased on the groundwater conditions encountered, the control of the groundwater will likely be
required to achieve proper compaction, particularly for utility installations. Depending on the time
of the year and final site grades, groundwater' control may also be required for foundation
excavations.. The actual method(s) of dewatering (if needed) should be determined by the
contractor. However, regardless of the method(s) used, we suggest drawing down the water
table sufficiently; say 2 feet below the bottom of any excavation or compaction surface to preclude
"pumping" and/or compaction -related problems with the foundation soils.
Typical Asphaltic Concrete Surface Pavement Section
Site Preparation
All areas to be paved should be prepared as previously outlined. Prior to stabilized subgrade
and pavement base installation, the subgrade soil compaction should be verified for a depth of 12
inches (i.e., compacted to at least 95 percent of the modified Proctor (ASTM D-1557, AASHTO
T-180) maximum dry density value).
Limerock/Coquina Base
A 10-inch thick limerock or coquina base course having a minimum Limerock Bearing Ratio (LBR)
value of 100, overlying a 12-inch thick stabilized subgrade can be used provided that grading and
drainage plans preclude periodic saturation' of the base material. The periodic saturation of a
limerock/coquina base material could lead to premature pavement distress. A minimum
clearance of 18 inches must be maintained between the bottom of the limerock/coquina base and
the seasonal high groundwater table.
The limerock or coquina should be compacted to at least 98 percent of the modified Proctor
(ASTM D-1557, AASHTO T-180) maximum density value. - For bus and/ortruck parking and drive
areas, the base thickness should be increased to a minimum of 12 inches.
A minimum 12-inch thick stabilized subgrade having a minimum Limerock Bearing Ratio (LBR)
value of 40 must be achieved beneath the base. The natural soils may have to be stabilized with
suitable clayey soil or another approved stabilization material in order to achieve the required LBR
value. The stabilized subgrade must be compacted to at least 98 percent of the modified Proctor
maximum dry density (ASTM D-1557, AASHTO T-180). The stabilized subgrade must be firm
and unyielding immediately prior to placement of the base material.
Wearing Surface
A minimum 1Y2 inch layer of Type SP-9.5 or SP-12.5 asphaltic concrete should be used for a
wearing surface in automobile parking/drive areas. For bus and/or truck parking/drive areas, at
least 2'h inches of Type SP=9.5 or SP-12.5 asphaltic concrete should, be used. The asphalt
wearing surface must be placed on an adequately compacted and unyielding base course.
Specific requirements for the Type-SP asphaltic concrete wearing surface are outlined in Section
334 in the Florida Department of Transportation, Standard Specifications for Road and Bridge
,ixieland Townhomes - 8 He No. 18-5414
:onstruction, latest Edi tion.
he latest specifications of Florida Department of Transportation shall govern the design and
lacement of the base and asphaltic concrete wearing surface. The above minimum
:quirements will satisfactorily support Traffic Level A*. If a heavier traffic pattern is anticipated,
ie design section should be increased accordingly.
Retention Ponds
We understand that a stormwater retention pond is planned for the site. For this study, soil
conditions were explored in the proposed pond area with an auger boring (AB-1) to a depth' of 5
feet. The boring generally encountered sandy soils as shown on Figure 4. The fine sand and fine
sand with silt soils (Stratum Nos. 1 and 2 on Figure 4) are considered to be relatively permeable.
The hardpan -type soils should be removed from within the pond area to facilitate drainage.
For dry bottom retention ponds, pond performance will be significantly influenced by the soil
permeability and the vertical separation between the pond bottom and the seasonal high
groundwater level. We recommend the pond bottoms be inspected by the project geotechnical
engineer to determine if these soil types are present and overexcavation is warranted.
Wet detention ponds should be excavated to depths necessary to obtain a sufficient water depth
to limit growth of aquatic vegetation. For the purpose of wet detention pond design, we estimate
the normal low water level to be approximately at the water levels encountered in the borings.
Ardaman & Associates, Inc. would be pleased to assist in evaluating the design exfiltration rates,
underdrains and/or groundwater baseflow as pond geometry and stormwater volume
requirements become available.
QUALITY ASSURANCE
We recommend establishing a comprehensive quality assurance program to verify that -all site
preparation and foundation and pavement construction is conducted in accordance with the
appropriate plans and specifications. Materials testing and inspection services should be
provided by Ardaman & Associates, Inc.
As 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 proof -rolling
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, floor slabs and .
pavement areas 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.
* Reference: "Flexible Pavement Design Manual", Florida Department of Transportation: (latest
edition)
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No. 18-5414
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Additionally for the pavements, Limerock Bearing Ratio tests should be performed. The
stabilized subgrade and base courses should be tested for density and thickness. Samples of
the asphaltic concrete should be obtained and tested in the laboratory for asphalt content. and
aggregate gradation. Also, the asphaltic concrete thickness should be verified in the field.
Finally, we recommend inspecting and testing the construction materials for the foundations and
other structural components.
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 parking/drive areas, a minimum frequency of one in -place density test for each 2,500
square feet of area should be used (minimum of five test locations). The existing, natural ground
should be tested to a depth of 12 inches at the prescribed frequency. Each 12-inch lift of fill, as
well as the stabilized subgrade (where applicable) and base should be.tested at this frequency.'
Utility backfilI 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.
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 1 foot 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 1 foot below the bearing surface.
Representative samples of the various natural ground and fill soils, as well as stabilized subgrade
(where applicable) and base materials 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.
CLOSURE
The analyses and recommendations submitted herein are based on the data obtained from the
soil borings presented on Figures 3 and 4, and on the assumed loading conditions. This report
does not reflect any variations which may occur adjacent to or between the borings. The nature
and extent of the variations between the borings may not become evident until during
construction. If variations then appear evident, it will be necessary .to re-evaluate the
Mdeland. Townhomes
Fi(e'No. 18-5414
recommendations Presented,, in this report after perforrnlngon-site observations. during the
construction period'and, Hating
characteristics of the:vaidatiohs. This study does not include
an:evaluation Of the environmental: (ecol6 g.ical or hazardous/toxic material .related) -condition of
the site and :subsurfac-'e.-
This has been prepared for the 6xclupiv,6 Properties of : FortPi6rce,,LLC
,.use of Oleander. Culpepper Tprpenin - Inc:in. accord6666 with. generally' accepted .. "chnical
in, u pepper an 91 cep e gpbf
engineering practices..In, -the event an chijhges'occur 'in.,thedesig
n; nature, or location of the
I d' d
017600sed,;Ifadility. -we: hbuld.,re i h 'kabiliiy of conclusions an recommeni ation$jh this
s, review 6 applicability
report. m4ecominend a general *Vi6w offina'I'd to verify
e�idn aM.
that earthwork and�fciUh*dation.r'ec6 t, t and�i P
ommendations' are 'proper y. interpreted ed ni demented in the
_A I
design '06ci i6atiohs. Ardqman- and Associates should Aft6rid1he-- '&-bid and, p
ssmocia es s o reconstruction
pr
meetirip to verify that the bidd.ers/cantraclor understand the re"comm6ndations contained in this
report.
We are pleated to -be of assistance to you on1hisphase. of the project.- When we maybe of further
service -to I you or should you have any questions, please contact -us.
Best regards',
4kDA,MAN:,-& ASSO . CIATES, INC.
Certificate; of Authorization No. 5450
P.E. Sharmila Pa'nt
r Assistant J0 , Pro'* ct Engineer
No. 63911
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Associates, Inc.
Date: 2018'.04.11 '1 1:09:45 -051 01
STANDARD PENETRATION TEST
The standard penetration test is a widely accepted test method of in situ testing of foundation
soils (ASTM D 1`586). A 2-foot long, 2-inch O.D. split -barrel sampler attached to the end of a string
of drilling rods is driven 18 inches into the ground by successive blows of a 140-pound hammer
freely dropping 30 inches: The number of blows needed for each 6 inches of penetration is
recorded. The sum of the blows required for penetration of the second and third 6-inch increments
of penetration constitutes the test result or N-value. After the test, the sampler is extracted from
the ground and opened to allow visual examination and classification of the retained soil sample.
The N-value has been empirically.correlated with various soil properties allowing a conservative
estimate of the behavior of soils under load.
The tests are usually performed at 5-foot intervals. However, more frequent or continuous testing
is done by our firm through depths where a more accurate definition of the soils is required. The
test holes are advanced to the test elevations by rotary drilling with a cutting bit, using circulating
fluid to remove the cuttings and hold the fine grains in suspension. The circulating fluid, which is
a bentonitic drilling mud, is also used to keep the -hole open below the water table by maintaining
an excess hydrostatic pressure inside the hole. In some soil deposits, particularly highly pervious
ones, NX-size flush -coupled casing must be driven to just above the testing depth to keep the
hole open and/or prevent the loss of circulating fluid.
Representative split -spoon samples from the soils at every 5 feet of drilled depth and from every
different stratum are brought to our laboratory in air -tight jars for further evaluation and testing, if
necessary. Samples not used in testing are stored for 30 days .prior to being discarded. After
completion of a .test boring, the hole is kept open until a steady state groundwater level is
recorded. The hole is then -sealed, if necessary, and backfilled.
HAND AUGER BORING
Hand auger borings are used, if soil conditions are favorable, when the soil strata are to be
determined within a shallow (approximately 5 foot) depth, or when access is not available for
our truck -mounted drilling equipment. A 3-inch diameter hand bucket auger with a cutting
head is simultaneously turned and pressed into the ground. The bucket auger is retrieved at
approximately 6-inch increments and its content emptied for inspection. Sometimes post -hole
diggers are used, especially in the upper 3. feet or. so. The soil samples obtained are
described and representative samples put in jars or bags and transported to the laboratory for
further classification and testing; if necessary.
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APPROXIMATE
SITE LOCATION
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SECTION 27
TOWNSHIP 35 SOUTH
RANGE 40 EAST
OBTAINED FROM U.S.G.S. QUAD MAPS. FORT PIERCE, FLORIDA 1949
(PHOTO REVISED IN 1970)
t
SITE LOCATION MAP
N 111" Ardaman & Associates, Inc.
Geotechnical. Environmental and
Maferlals Consultants
FLORIDA Subsurface Soil Exploration
Dixieland Townhomes
NOT TO SCALE Dixieland Drive
Fort Pierce, Florida
QUADRANGLE LOCABON DRAWN BY. SP I a+Ea® er. DAM' 04/10/18
ME NO. APPROM w. RGURF-
18-5414
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1
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� Ardaman & Associates, Inc.
HYDRAULIC CONDUCTIVITY TEST LOG
SFWMD USUAL OPEN -HOLE TEST
Exfil-1
PR JECT: Dixieland Townhomes
i
TE IT LOCATION: Exfil-1
� I
G UNDWATER OBSERVED AT DEPTH - 4
FILE No.: 18-5414
DRILL CREW: WHC
TEST DATE: 3/1/2018
K= 4Q
zd(2H22 +4H2D,,+H,d)
-3
Q ["Stabilized" Flow Rate (cfs)] =
2.79x 10
K [Hydraulic Conductivity (cfs/sqf -'ft head)] =
1.22 x 1.0 4
d [Diameter of Test Hole (ft)] =
0.5
H2 . [Depth to Water Table (ft)] =
4
DS [Saturated Hole Depth (ft)] =
1.5
* By Groundwater
EPTH
SYMBOLS
SOIL DESCRIPTION
SAMPLE
No.
-- -- - --•-----••--------•--------------------------------- • - - - - - - = - --• - .....
Gray fine sand
l
.......................• ...............••--............--•---._.............
• Dark bromm fine sand with silt - Hardpan type
2
a�GGtii�
• Brown fine sand
q
5
End of Boring
6
Ardaman & Associates, Inc.
)RING: AB-1 AB-2 AB-3
TE DRILLED: 03/01 /18 03/01 /18 03/01 /18
0 0
1A 1A 1A
ZC HARDPAN TYPE
ZC HARDPAN TYPE 1HARDPAN TYPE
. 5
BORING:
AB-4
AB-5
AB-6
ATE DRILLED:
03/01 /18
03/01 /18.
03/01 /18
0
IW
.: 1 A
; ZC WITH ROOTS
0
1 A
:; ZC HARDPAN TYPE
:; 1 B
O
;; ZC HARDPAN TYPE
a
0
- :: 16
7 1B
•:�' 0
5
5
LEGEND
SOIL DESCRIPTIONS
El O FINE SAND (SP)
2O FINE SAND WITH SILT (SP-SM)
COLORS
O
LIGHT GRAY TO GRAY
O
LIGHT BROWN TO BROWN
OC
DARK BROWN
4 GROUNDWATER LEVEL MEASURED ON DATE DRILLED
SP,SP-SM
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487)
SM,SC,CH
NOTE:
WHILE THE. BORINGS ARE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT THEIR
RESPECTIVE LOCATIONS AND. FOR THEIR RESPECTIVE VERTICAL REACHES, LOCAL
VARIATIONS CHARACTERISTIC OF THE SUBSURFACE MATERIALS OF THE REGION ARE
ANTICIPATED AND MAY BE ENCOUNTERED. THE BORING LOGS AND RELATED INFORMATION
ARE BASED ON THE DRILLER'S LOGS AND VISUAL EXAMINATION OF SELECTED SAMPLES IN
THE LABORATORY. THE DELINEATION BETWEEN SOIL TYPES SHOWN ON THE LOGS IS
APPROXIMATE AND THE DESCRIPTION REPRESENTS OUR INTERPRETATION OF
SUBSURFACE CONDITIONS AT THE DESIGNATED BORING LOCATIONS ON THE PARTICULAR
DATE DRILLED,
GROUNDWATER ELEVATIONS SHOWN ON THE BORING LOGS REPRESENT
GROUNDWATER SURFACES ENCOUNTERED ON THE DATES SHOWN. FLUCTUATIONS IN
WATER TABLE LEVELS SHOULD BE ANTICIPATED THROUGHOUT THE YEAR.
SOIL BORING PROFILES
S� Ardaman & Assoclafes, Inc.
Geotechnlcal, Environmental and
Materials Consultants
Subsurface .Soil Exploration
Dixieland Townhomes
Dixieland Drive
Fort Pierce, Florida
swaM W. SP I ate, BY. oaE 04/10 18
8 o. ravao�s SYt ' 4
Subsurface Soil Exploration
Dixieland Townhomes
Dixieland Drive
Fort Pierce, Florida
Ardaman & Associates, Inc.
OFFICES
Orlando — 8008 S. Orange Avenue, Orlando Florida 328098 — Phone (407) 855-3860
Alexandria — 3609 Mac Lee Drive, Alexandria, Louisiana 71302 — Phone (318) 443-2888
Bartow -1525 Centennial Drive, Bartow, Florida 33630 — Phone (863) 533-0858
Baton Rouge — 316 Highlandia Drive, Baton Rouge, Louisiana 70884 — Phone (225) 752-4790
Cocoa —1300 N. Cocoa Blvd., Cocoa, Florida 32922 — Phone (321) 632-2503
Fort -Myers — 9970 Bavaria Road, Fort Myers, Florida 33913 Phone (239) 768-6600
Miami — 2608 W. 841h Street, Hialeah, Florida 33016 — Phone (305) 82572683
Monroe —1122 Hayes Street, West Monroe,. Louisiana 71292 - Phone (318) 387-4103
New Orleans —1305 Distributors Row, Suite I, Jefferson, Louisiana 70123 — Phone (504) 835-2593
Port St. Lucie — 460 Concourse Place NW, Unit 1; Port. St. Lucie, Florida 34986 — Phone (772) 878-0072
Sarasota — 78 Sarasota Center Blvd., Sarasota, Florida 34240 — Phone (941) 922-3526
Shreveport — 7222 Greenwood Road, Shreveport, Louisiana 71119 —. Phone (318) 636-3673
Tallahassee — 3175 West Tharpe Street, Tallahassee, Florida 32303 — Phone (850) 576-6131
Tampa — 3925 Coconut Palm Drive, Suite 115, Tampa, Florida 33619 — Phone (813) 620-3389
West Palm Beach —2200 North Florida Mango Road, Suite 101, West Palm Beach, Florida 33409 — Phone (561) 687-8200
MEMBERS:
A.S.F.E.
American Concrete Institute
ASTM International
Florida Institute of Consulting Engineers