HomeMy WebLinkAboutAttachment B - Report of Geotechnical Exploration Samson Oceanfront Park Revised
REPORT OF GEOTECHNICAL EXPLORATION
SAMSON OCEANFRONT PARK
17425/17451 NE COLLINS AVENUE
SUNNY ISLES, FLORIDA
AREHNA PROJECT NO. B-14-124
November 7, 2014
Prepared For:
R.J. Behar & Company
6861 SE 196th Avenue, Suite 302
Pembroke Pines, FL 33332
Prepared By:
AREHNA Engineering, Inc.
1440 Coral Ridge Drive, #116
Coral Springs, Florida 33071
www.arehna.com
5012 West Lemon Street
Tampa, Florida 33609
Ph 813.944.3464 │ Fax 813.944.4959
November 7, 2014
Mr. Javier Rodriguez, P.E.
R.J. Behar & Company, Inc.
6861 SW 196th Avenue, Suite 302
Pembroke Pines, FL 33332
j.rodriguez@rjbehar.com
Subject: Report of Geotechnical Exploration
Samson Oceanfront Park
17425/17451 NE Collins Avenue
Sunny Isles, Florida
AREHNA Project B-14-124
AREHNA Engineering, Inc. (AREHNA) is pleased to submit this report of our geotechnical exploration for
the proposed project. Services were conducted in general accordance with AREHNA Proposal B.Prop-14-
287 dated October 1, 2014. The purpose of our geotechnical study was to obtain information on the general
subsurface soil conditions for the proposed park re-construction located at the Samson Oceanfront Park.
This report presents our understanding of the project, outlines our exploratory procedures, documents the
field data obtained, and includes our recommendations for site preparation and foundation design.
AREHNA appreciates the opportunity to have assisted R.J. Behar & Company, Inc on this project. Should
you have any questions with regards to this report, or if we can be of any further assistance, please contact
this office.
Best Regards,
AREHNA ENGINEERING, INC.
FLORIDA BOARD OF PROFESSIONAL ENGINEERS CERTIFICATE OF AUTHORIZATION NO. 28410
Kristina LaCava, P.E. Joseph E. Prendergast, P.E.
Geotechnical Engineer Principal Geotechnical Engineer
Florida Registration No. 77594 Florida Registration No. 50774
Distribution: 3 – Addressee
1 – Addressee (via email)
1 – File
Report of Geotechnical Exploration November 7, 2014
Samson Oceanfront Park AREHNA Project B-14-124
ii
TABLE OF CONTENTS
Page
1.0 EXECUTIVE SUMMARY.............................................................................................................. 1
2.0 PROJECT INFORMATION AND SCOPE OF WORK .............................................................. 2
2.1 Site Description and Project Characteristics .................................................................... 2
2.2 Scope of Work ................................................................................................................. 2
3.0 FIELD EXPLORATION AND LABORATORY TESTING ........................................................ 3
3.1 Field Exploration ............................................................................................................. 3
3.2 Laboratory Testing ........................................................................................................... 3
4.0 SUBSURFACE CONDITIONS ...................................................................................................... 4
4.1 USGS Topographic Data ................................................................................................. 4
4.2 USDA Natural Resources Conservation Service Data .................................................... 4
4.3 Subsurface Conditions ..................................................................................................... 4
4.4 Soil Permeability .............................................................................................................. 5
4.5 Groundwater Conditions .................................................................................................. 5
4.6 Estimated Seasonal High Ground Water Level ............................................................... 5
5.0 DESIGN RECOMMENDATIONS ........................................................................................... 6
5.1 General ............................................................................................................................. 6
5.2 Auger Cast Piles ............................................................................................................... 6
5.3 Settlement ........................................................................................................................ 6
5.3 Floor Slab Design ............................................................................................................ 6
6.0 GENERAL SITE PREPARATION ................................................................................................ 8
6.1 General ............................................................................................................................. 8
6.2 Ground Water Control ..................................................................................................... 9
6.3 On-Site Soil Suitability .................................................................................................... 9
7.0 BASIS FOR RECOMMENDATIONS .......................................................................................... 10
LIST OF APPENDICES
APPENDIX A
Project Site Location Map – Figure 1
Field Exploration Location Map - Figure 2
USGS Topographic Survey – Figure 3
USDA Soil Survey Map - Figure 4
APPENDIX B
Soil Boring Records
Key to Soil Classifications Symbols
Laboratory Test Results – Table 1
Field and Laboratory Procedures
Report of Geotechnical Exploration November 7, 2014
Samson Oceanfront Park AREHNA Project B-14-124
1 | Page
1.0 EXECUTIVE SUMMARY
The purpose of this geotechnical exploration was to obtain information concerning the subsurface soil
conditions at the Samson Oceanfront Park located at 17425/17451 NE Collins Avenue in Sunny Isles,
Florida. The project will include the construction of a stage with a 4-inch concrete slab and 12 foot high
columns supporting a concrete roof, and a children’s playground with a rubberized floor and 25 foot high
columns supporting a concrete roof. According to structural information made available to us, maximum
columns loads of 35 kips and a concentrated moment at the base of the column of 150 k-ft are anticipated.
We assume that no appreciable cut and less than two feet of fill will be needed to achieve the required
finished grades.
No muck, debris, or landfill materials were found in the boring drilled for this study. The soils encountered
to the termination depth of 30 feet were sands of various fines content (SP, SP-SM, and SM) and weathered
limestone (WLS). The ground water level was encountered at a depth of 7.5 feet.
AREHNA recommends that the proposed stage area and playground roof structure be supported on deep
foundations using 14-inch auger cast piles. We anticipate the auger cast piles will be installed to a depth of
35 feet below the existing ground surface and will achieve an allowable axial compression capacity of 35
kips and an allowable axial tension capacity of 20 kips.
General recommendations for foundation design as well as the corresponding site preparation are
presented later in this report.
Report of Geotechnical Exploration November 7, 2014
Samson Oceanfront Park AREHNA Project B-14-124
2 | Page
2.0 PROJECT INFORMATION AND SCOPE OF WORK
2.1 Site Description and Project Characteristics
The project will include the construction of 40’ by 20’ stage area with 12 foot columns and a concrete
roof, and a playground area with a rubberized floor and 25 foot columns supporting a concrete roof.
According to structural information made available to us, maximum columns loads of 35 kips and a
concentrated moment at the base of the column of 150 k-ft are anticipated. We assume that no appreciable
cut and less than two feet of fill will be needed to achieve the required finished grades.
The proposed construction area is located at 17425/17451 NE Collins Avenue in Sunny Isles, Florida. The
area is currently an existing park with a portion of it being used as a staging area for new condominiums.
2.2 Scope of Work
The purpose of our geotechnical study was to obtain information on the general subsurface soil conditions at
the proposed project site. The subsurface materials encountered were evaluated with respect to the available
project characteristics. In this regard, engineering assessments for the following items were formulated:
Identification of the existing ground water levels and estimated normal seasonal high
ground water fluctuations.
General location and description of potentially compressible materials encountered in
the borings which may have an impact on the proposed project.
Allowable capacities and foundation settlement for foundations supporting the
structures.
Soil permeability from field percolation testing.
Foundation installation and testing recommendations.
General site preparation recommendations.
The following services were performed to achieve the above-outlined objectives:
Requested utility location services from Sunshine State One-Call.
Performed one Standard Penetration Test (SPT) boring to a depth of 30 feet near the
proposed stage area. Samples were collected and Standard Penetration Test
resistances measured at approximate intervals of two feet for the top ten feet and at
approximate intervals of five feet thereafter. Upon completion, the boreholes were
backfilled and the asphalt surface patched.
Performed a SFWMD percolation/infiltration test to a depth of 15 feet below the
existing ground surface.
Performed visual classification and stratification of soil samples in the laboratory
using the Unified Soil Classification System (USCS) and conducted a laboratory
testing program consisting of natural moisture content, grain size analysis, and
organic content on a representative sample.
Reported the results of the field exploration and engineering analysis. The results of
the subsurface exploration are presented in this report, signed and sealed by a
professional engineer specializing in geotechnical engineering.
Report of Geotechnical Exploration November 7, 2014
Samson Oceanfront Park AREHNA Project B-14-124
3 | Page
3.0 FIELD EXPLORATION AND LABORATORY TESTING
3.1 Field Exploration
Our scope included one Standard Penetration Test (SPT) boring performed near the proposed location of
the stage to a depth of 30 feet and one SFWMD percolation/infiltration test to a depth of 15 feet.
The SPT boring was performed with the use of a Power Drill Rig using Bentonite “Mud” drilling
procedures. Samples were collected and Standard Penetration Test resistances were measured at
approximate intervals of two feet for the top ten feet and at approximate intervals of five feet thereafter.
The soil sampling was performed in general accordance with ASTM Test Designation D-1586, entitled
“Penetration Test and Split-Barrel Sampling of Soils.”
For the percolation/infiltration test, a borehole was advanced at the selected test location by drilling with
clean water to the desired test depth. A slotted casing was set in the borehole to maintain its
diameter. Clean water was again introduced inside the casing and the level was allowed to rise to the
ground surface. The amount of water added each minute for the duration of the test was then
recorded. When the inflow rate stabilized, typically after a period of at least 15 minutes, the test was
terminated. The data (borehole diameter, test depth, approximate ground water level, inflow rate) was
then used to calculate the hydraulic conductivity in accordance with the South Florida Water Management
District Permit Information Manual (Volume IV).
Representative portions of these soil samples were sealed in glass jars, labeled and transferred to our
laboratory for appropriate classification. The boring and test locations are indicated on the Field
Exploration Location Map in Appendix A, Figure 2.
3.2 Laboratory Testing
Laboratory tests were performed on a representative soil sample in order to classify the soil and to
evaluate its engineering properties. Laboratory testing was performed in general accordance with ASTM
Standards and included organic, moisture content, and single sieve (#200) grain size. Laboratory test
results are presented as Table 1 in Appendix B.
Report of Geotechnical Exploration November 7, 2014
Samson Oceanfront Park AREHNA Project B-14-124
4 | Page
4.0 SUBSURFACE CONDITIONS
4.1 USGS Topographic Data
The topographic survey map published by the United States Geological Survey was reviewed for ground
surface features at the proposed project location (Figure 3, Appendix A). Based on this review, the natural
ground surface elevation at the project site is approximately +5 to +10 feet National Geodetic Vertical
Datum of 1929 (NGVD).
4.2 USDA Natural Resources Conservation Service Data
The United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS)
survey for Miami-Dade County indicates that the soils at the project site consist of the following soil
units:
Map Unit Symbol Map Unit Name
15 Urban land
An excerpt from the published Soil Survey is provided below for reference:
Characteristics of Urban land (mapping unit #15): This soil unit is in areas where more than 85 percent of
the surface is covered by shopping centers, parking lots, streets, sidewalks, airports, large buildings,
houses, and other structures. The natural soil cannot be observed. The soils in open areas, mostly lawns,
vacant lots, playgrounds, and parks are mainly Udorthents. These soils generally have been altered by
land grading and shaping or have been covered with about 18 inches of extremely stony, loamy fill
material. The USDA Soil survey map for the project site is attached as Figure 4 in Appendix A.
4.3 Subsurface Conditions
The Soil Test Boring Record in Appendix B should be consulted for a detailed description of the subsurface
conditions encountered at the boring location. When reviewing the boring records and the subsurface
profile, it should be understood that soil conditions may vary in areas away from the boring location.
The boring generally encountered very loose to medium dense sands of various fines content (SP, SP-SM,
and SM) to a depth of 29.5 feet. Some organic material was encountered at depths of 14.5 to 23 feet and 28
to 29.5 feet. Standard Penetration Test Resistances (N-values) ranged from 3 to 45 blows per foot. The
limestone (WLS) formation was encountered beneath the sandy soils to the termination depth of 30 feet.
The limestone was very soft with an N-value of 7 blows per foot.
A page defining the terms and classification symbols used in the boring profiles is included in Appendix
B of this report.
Report of Geotechnical Exploration November 7, 2014
Samson Oceanfront Park AREHNA Project B-14-124
5 | Page
4.4 Soil Permeability
A percolation test was performed at the location shown on the Field Exploration Location Map in
Figure 2 of Appendix A. The test was performed to determine the permeability of the soils at that
location. The test was conducted in accordance with the SFWMD Constant Head “Usual Condition”
Open Hole Test Method. The following table summarizes the results of the percolation test:
Borehole
Depth (ft.) Qp d H2 Ds KIV
10 0.09803 1 7.5 7.5 3.6E-04
Qp = stabilized flow rate (cfs)
d = diameter of test hole (ft.)
H2 = depth from test elevation to water table (ft.)
Ds = depth of borehole below the water table (ft.)
KIV = hydraulic conductivity (cfs/ft.2 – ft. head)
4.5 Groundwater Conditions
The ground water level was encountered in the SPT boring at a depth of approximately 7.5 feet below the
existing ground surface. Fluctuation in ground water levels should be expected due to tidal variations,
seasonal climatic changes, construction activity, rainfall variations, surface water runoff, and other site-
specific factors.
Since ground water level variations are anticipated, design drawings and specifications should accommodate
such possibilities and construction planning should be based on the assumption that variations will occur.
4.6 Estimated Seasonal High Ground Water Level
Based on the mapping performed by the USDA, soils information obtained from the site and our experience
in the area, we estimate that the seasonal high ground water level will be approximately 6 feet below
existing grade.
Report of Geotechnical Exploration November 7, 2014
Samson Oceanfront Park AREHNA Project B-14-124
6 | Page
5.0 DESIGN RECOMMENDATIONS
5.1 General
Our geotechnical evaluation is based upon the previously presented project information as well as the field
data obtained during this geotechnical exploration. If final structure or foundation loads are significantly
different from those described or if the subsurface conditions during construction are different from those
revealed by our boring, we should be notified immediately so that we might review our recommendations
presented in this report. Our recommended site preparation is presented in Section 6.0, General Site
Preparation.
5.2 Auger Cast Piles
The proposed stage and playground roof structure should be constructed on 14-inch auger cast piles. We
recommend the piles be installed to a depth of 35 feet below the existing ground surface. An allowable axial
compression capacity of 35 kips and an allowable axial tension capacity of 20 kips can be used for design.
Installing auger cast piles requires equipment consisting of a mobile base carrier fitted with a hollow-stem
flight auger. The auger is drilled into the ground to the desired depth and then grout is pumped through
the auger as it is extracted. A continuous flow of fluid should be observed at the ground surface during
grouting. Reinforcement is placed after the pile is grouted.
We recommend a load test be performed on a non-production pile to evaluate the performance of the pile
installation equipment and to confirm the design allowable pile capacity. The test should be performed
on a non-production pile test loaded to a minimum of two times the allowable compressive design
capacity or to failure. Installation of production piles may proceed upon successful completion of the
load test. Installation should be monitored by a geotechnical engineer or engineering technician working
under the direction of a geotechnical engineer.
5.3 Settlement
Settlement of pile supported structural elements should be small and tolerable for a typical foundation
configuration. Based on the subsurface soil conditions encountered in the soil borings performed for this
report and our past experience with similar soil conditions, we do not anticipate significant downdrag
loads acting on the piles.
5.3 Floor Slab Design
It is expected that the floor slab of the stage will be supported on compacted existing soils or structural fill. If
site preparation is performed in accordance with the recommendations presented in this report, the modulus
of vertical subgrade reaction (k) for the slab bearing soils is expected to be on the order of 150 pounds per
square inch per inch of vertical deflection (pci). Our evaluation was based on satisfactory performance of our
Report of Geotechnical Exploration November 7, 2014
Samson Oceanfront Park AREHNA Project B-14-124
7 | Page
recommended approach with other structures and similar soil conditions. The subgrade soils should be
compacted to a minimum of 98 percent of the Modified Proctor maximum dry density (ASTM D-1557).
A vapor retarder is required by the Florida Building Code in air conditioned spaces: Where installed
beneath the slab, dampproofing shall consist of not less than 6-mil [0.006 inch; (0.152 mm)] polyethylene
with joints lapped not less than 6 inches (152 mm), or other approved methods or materials. We recommend
the vapor retarder be at least 15-mil in thickness and conform to the requirements of ASTM E 1745, Class A.
Report of Geotechnical Exploration November 7, 2014
Samson Oceanfront Park AREHNA Project B-14-124
8 | Page
6.0 GENERAL SITE PREPARATION
6.1 General
The initial step in site preparation should be the complete removal of all existing vegetation, topsoil, root
systems, debris, and other deleterious materials from beneath and to a minimum of five feet beyond the
development perimeter. Also, prior to construction, the location of any existing foundations, underground
irrigation, septic tanks, drainage, or other utility lines within the construction area should be established.
In this regard it should be noted that if underground pipes are not properly removed or plugged, they may
serve as conduits for subsurface erosion which subsequently may result in excessive settlements. The
structure areas should then be inspected and thoroughly proofrolled as directed by a Geotechnical
Engineer. Our recommendations listed in this section should be used as a guideline for the project general
specifications prepared by the Design Engineer:
The entire site should be proofrolled with a large vibratory roller with a 4 foot
diameter drum and a static weight of at least 8 tons. At least 8 complete coverages (4
in each perpendicular direction) should be performed over the entire stage and
playground areas prior to raising site grades. Careful observations should be made
during proofrolling to help identify any areas of soft-yielding soils that may require
over excavation and replacement. Careful observations should further be made to the
adjacent buildings during proofrolling operations.
Following satisfactory completion of proofrolling, additional fill should be placed
and compacted as needed to achieve the desired grades. Fill should generally consist
of dry fine sand with less than 12 percent passing the No. 200 sieve and be free of
rubble, organics, clay, debris and other unsuitable material. Fill should be tested and
approved prior to acquisition.
Approved sand fill should be placed in loose lifts not exceeding 12 inches in
thickness and should be compacted to a minimum of 95 percent of the Modified
Proctor maximum dry density (ASTM D-1557). Foundation bearing soils should be
compacted to a minimum of 95 percent of the Modified Proctor maximum dry
density (ASTM D-1557). Density tests to confirm compaction should be performed
in each fill lift before the next lift is placed.
Prior to beginning compaction, soil moisture contents should be adjusted in order to
facilitate proper compaction. A moisture content within 2 percentage points of the
optimum indicated by the Modified Proctor Test (ASTM D-1557) is recommended
prior to compaction of the natural ground and fill.
Immediately prior to reinforcing steel placement, it is suggested that the bearing
surfaces of all floor slab areas be compacted using hand-operated mechanical
tampers. In this manner, any localized areas which have been loosened by
excavation operations should be adequately re-compacted.
Report of Geotechnical Exploration November 7, 2014
Samson Oceanfront Park AREHNA Project B-14-124
9 | Page
A materials testing laboratory should be retained to provide on-site observation of
earthwork and ground modification activities. Density tests should be performed in
the top one foot of compacted existing ground, in each fill lift, and at the bottom of
foundation excavations and in each foot of backfill.
6.2 Ground Water Control
Depending upon the seasonal conditions, runoff from adjoined sites and pavements may cause significant
surface water until drainage structures are emplaced. Soils exposed in the bases of all satisfactory
foundation excavations should be protected against any detrimental change in conditions, such as physical
disturbance or rain. Surface run-off water should be drained away from the excavations and not be
allowed to pond.
6.3 On-Site Soil Suitability
Suitable structural fill materials should consist of fine to medium sand with less than 12 percent passing the
No. 200 sieve and be free of rubble, organics, clay, debris and other unsuitable material. The upper fine
sand (SP) found in the borings is considered suitable for structural fill. Any off-site materials used as fill
should be approved by AREHNA prior to acquisition.
Report of Geotechnical Exploration November 7, 2014
Samson Oceanfront Park AREHNA Project B-14-124
10 | Page
7.0 BASIS FOR RECOMMENDATIONS
The analysis and recommendations provided in this report are based upon the data obtained in this
exploration at the locations indicated. Regardless of the thoroughness of a geotechnical exploration, there is
always a possibility that conditions between borings will be different from those at specific boring locations
and that conditions will not be as anticipated by the designers or contractors. In addition, the construction
process itself may alter soil conditions. The assessment of site environmental conditions or the presence of
pollutants in the soil, rock or ground water of the site is beyond the scope of this geotechnical exploration.
AREHNA intends to perform a general review of the foundation and earthwork plans and specifications
prepared from the recommendations presented in this report. We will then suggest any modifications so that
our recommendations are properly interpreted and implemented. Our report has been written in a guideline
recommendation format and is not appropriate for use as a specification without in-part being reworded into
a specification-type format.
AREHNA Engineering, Inc. is a Geotechnical Engineering Company qualified in geotechnical
investigations engaged in geotechnical exploration and testing in an ongoing professional basis. AREHNA
is not responsible for the conclusions, opinions or recommendations made by others based on the data
presented in this report. This report is for exclusive use of Crescent Communities and their successors and
assigns.
APPENDIX A
Project Site Location Map – Figure 1
Field Exploration Plan – Figure 2
USGS Topographic Survey – Figure 3
USDA Soil Survey – Figure 4
Samson Oceanfront Park
Sunny Isles, Florida
Client: R.J. Behar & Company
Project: B-14-124
Date: November 5, 2014
Designed By:KSL
Checked By: JEP
Drawn By:KCA
FIGURE
5012 West Lemon Street, Tampa, FL 33609
Phone 813.944.3464 ■Fax 813.944.4959
PROJECT SITE
LOCATION MAP
1
SITE
Samson Oceanfront Park
Sunny Isles, Florida
Client: R.J. Behar & Company
Project: B-14-124
Date: November 5, 2014
Designed By:KSL
Checked By: JEP
Drawn By:KCA
FIGURE
5012 West Lemon Street, Tampa, FL 33609
Phone 813.944.3464 ■Fax 813.944.4959
FIELD EXPLORATION
LOCATION MAP
2
B‐# ‐Standard Penetration Test (SPT) Borings
LEGEND
P‐01
P‐# ‐Percolation Test
B‐01
Samson Oceanfront Park
Sunny Isles, Florida
Client: R.J. Behar & Company
Project: B-14-124
Date: November 5, 2014
Designed By:KSL
Checked By: JEP
Drawn By:KCA
FIGURE
5012 West Lemon Street, Tampa, FL 33609
Phone 813.944.3464 ■Fax 813.944.4959
USGS TOPOGRAPHIC
SURVEY
3
Project Site
Samson Oceanfront Park
Sunny Isles, Florida
Client: R.J. Behar & Company
Project: B-14-124
Date: November 5, 2014
Designed By:KSL
Checked By: JEP
Drawn By:KCA
FIGURE
5012 West Lemon Street, Tampa, FL 33609
Phone 813.944.3464 ■Fax 813.944.4959
USDA SOIL SURVEY
4
Project Site
Soil Mapping Unit
15 –Urban land
APPENDIX B
Soil Boring Records
Key to Classification Symbols
Laboratory Test Results – Table 1
Field and Laboratory Procedures
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
40-27-18-12
15-12-13-15
13-11-11-10
7-7-7-6
5-6-8-11
2-2-5
7-9-11
1-1-2
2-4-3
Dense light brown fine SAND (FILL) with some concrete, limerock, and
roots
Medium dense brown fine SAND (SP) with shell fragments and trace
roots
Medium dense brown fine SAND (SP) with shell fragments
Loose gray fine SAND (SP) with shell fragments
Loose dark gray slightly silty fine SAND (SP-SM) with some organics
Medium dense gray slightly silty fine SAND (SP-SM) with trace
organics and shell fragments
Very loose dark gray silty fine SAND (SM) with trace shell fragments
Loose dark brown silty fine SAND (SM) with some wood pieces, roots,
and organics
Very soft tan sandy weathered LIMESTONE (WLS)
Bottom of borehole at 30.0 feet.
45
25
22
14
14
7
20
3
7
Remarks:
Ground Water Level:
At Time of Drilling: 7.5 ft below existing grade
Date Drilled: 10/28/14
Drilled By: J&R Precision Drilling
Method: ASTM D-1586, Standard Penetration Test Boring
FINES CONTENT (%)
20406080
FINES CONTENT (%)
20406080
20406080
PLLLMC
FINES CONTENT (%)
20406080
WA
T
E
R
L
E
V
E
L
SPT N VALUE
20406080
DE
P
T
H
(f
t
)
0
10
20
30
SA
M
P
L
E
T
Y
P
E
SP
T
B
L
O
W
CO
U
N
T
S
GR
A
P
H
I
C
LO
G
SOIL DESCRIPTION AND REMARKS
N-
V
A
L
U
E
Drawn By: LEF
Checked By: KL
SOIL BORING LOG
PAGE 1 OF 1
Boring
B-01
Date: 11/3/2014
SUNNY ISLES, FL
AREHNA Project No.: B-14-124AREHNA Project No.: B-14-124
R.J. Behar & Company, Inc.
SAMSON OCEANFRONT PARK
CLIENT R.J. Behar & Company, Inc.
PROJECT NUMBER B-14-124
PROJECT NAME Samson Oceanfront Park
PROJECT LOCATION Sunny Isles, FL
SAMPLER SYMBOLSLITHOLOGIC SYMBOLS
(Unified Soil Classification System)
KEY TO SYMBOLS
Standard Penetration
Test
Standard Penetration Resistances
FILL: Fill
SP: Poorly-graded Sand
SM: Silty Sand
SP-SM: Poorly-graded Sand with Silt
WLS: Weathered Limestone
ABBREVIATIONSSOIL BOUNDARY CLASSIFICATIONS
Coarse
Cobbles
ConsistenceyNo. of Blows
0 - 2
3 - 4
5 - 8
16 - 30
Very Soft
Soft
Firm
Stiff
Very Stiff
ConsistenceyNo. of Blows
10 - 20
21 - 50
51 - 50/3"
Soft
WOR = Weight of Rod
Water Level at Time Drilling,
or as Shown
Water Level After 24 Hours,
or as Shown
SILT or CLAY
GRAVEL
Greater than 30Hard
Medium
Hard
Very Hard
LIMESTONE
Greater than 50/3"
LIMESTONE
WOH = Weight of Hammer
SAND
Fine FineCoarseMedium
FINE
GRAINED
SOILS
#40
Sieve
COARSE GRAINED SOILS
3-inch12-inch3/4-inch#4
Sieve
# 200
Sieve
#10
Sieve
Ground Water Level Measurements
-
-
-
-
-
-
-
LL
PI
W
DD
NP
-200
PP
LIQUID LIMIT (%)
PLASTICITY INDEX (%)
MOISTURE CONTENT (%)
DRY DENSITY (PCF)
NON PLASTIC
PERCENT PASSING NO. 200 SIEVE
POCKET PENETROMETER (TSF)
Boulders
0 - 4
5 - 10
11 - 30
31 - 50
Greater than 50
Very Loose
Loose
Medium Dense
Dense
Relative Density
Very Dense
SAND &
GRAVEL
No. of Blows
9 - 15
SILT &
CLAY
TABLE 1
SUMMARY OF LABORATORY TEST DATA
Samson Oceanfront Park
17425/17451 NE Collins Avenue Sunny Isles, Florida
AREHNA Project B-14-124
Boring No. Sample Depth (feet) Percent Moisture
Content
Percent Finer
(-200 sieve)
Organic
Content
B-01 13.5 – 15.0 48.1 5.4 6.3
FIELD PROCEDURES
Standard Penetration Test (SPT) Borings
The SPT borings are performed in general accordance with ASTM D-1586, "Penetration Test and Split-Barrel
Sampling of Soils." A rotary drilling process is used and bentonite drilling fluid is circulated in the boreholes to
stabilize the sides and flush the cuttings. At regular intervals, the drilling tools are removed and soil samples are
obtained with a standard 2-feet long, 2-inch diameter split-tube sampler. The sampler is first seated 6 inches and
then driven an additional foot with blows of a 140-pound hammer falling under its own weight a distance of 30
inches. The number of hammer blows required to drive the sampler the final foot is designated the "Penetration
Resistance." The penetration resistance, when properly interpreted, is an index to the soil strength and density.
SFWMD Percolation/Infiltration Test
At the selected test location a borehole was advanced by drilling with clean water to the desired test depth. A
slotted casing was set in the borehole to maintain its diameter. Clean water was again introduced inside the
casing and the level was allowed to rise to the ground surface. The amount of water added each minute for the
duration of the test was then recorded. When the inflow rate stabilized, typically after a period of at least 15
minutes, the test was terminated. The data (borehole diameter, test depth, approximate ground water level, inflow
rate) was then used to calculate the hydraulic conductivity in accordance with the South Florida Water
Management District Permit Information Manual (Volume IV).
LABORATORY PROCEDURES
Water Content
The water content is the ratio, expressed as a percentage, of the weight of water in a given mass of soil to the
weight of the solid particles. This test is conducted in general accordance with FM 1-T265.
Percent Organics (Organic Loss on Ignition)
The amount of organic material in a sample is determined in this test. The sample is first dried and weighed, then
ignited and reweighed. The amount of organic material is expressed as a percentage of the total dry weight of the
sample prior to ignition. This test is conducted in general accordance with FM 1-T267.
Fines Content
In this test, the sample is dried and then washed over a No. 200 mesh sieve. The percentage of soil by weight
passing the sieve is the percentage of fines or portion of the sample in the silt and clay size range. This test is
conducted in general accordance with ASTM D-1140.