HomeMy WebLinkAboutAttachment D - GEO RPT_City of Sunny Isles BLDG Dept Relocation_S&S UPLOADED1215 Wallace Drive • Delray Beach, Florida 33444 • (561) 347-0070 • (561) 347-0809 (fax) • www.universalengineering.com
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Geotechnical Exploration Report
City of Sunny Isles Bldg. Dept Relocation
Sunny Isles Beach, FL
March 29, 2024
UES Project No.: 0630.2400021.0000
Prepared for: BEA Architects, Inc.
OFFICES THROUGHOUT FLORIDA
1215 Wallace Drive • Delray Beach, Florida 33444 • (561) 347-0070 • (561) 395-5805 (fax) • www.teamues.com
March 29, 2024
Mr. Gustavo Santos
BEA Architects, Inc.
11575 NW 7th Ave
Miami, FL 33168
Phone: 305-461-2053
Email: gsantos@beai.com
RE: Geotechnical Exploration for
City of Sunny Isles Bldg. Dept Relocation
18050 Collins Ave, Sunny Isles Beach, FL 33160
UES Project No.: 0630.2400021.0000
Dear Mr. Santos,
In accordance with your authorization, GFA International, Inc. d/b/a Universal Engineering
Sciences (UES) has completed the subsurface exploration and geotechnical engineering
evaluation for the above referenced project in accordance with the signed geotechnical and
engineering service agreement for this project. The scope of UES’s services was planned
in conjunction with and authorized by you.
The purpose of UES’s subsurface exploration was to classify the nature of the subsurface
soils and general geomorphic conditions and to evaluate their impact upon the proposed
structure. This report contains the results and UES’s engineering interpretation of
subsurface conditions of the site with respect to the project characteristics as described to
UES including recommendations for foundation design, groundwater conditions, and site
preparation procedures.
EXECUTIVE SUMMARY
The site is located at 18050 Collins Ave, Sunny Isles Beach, FL. The proposed
development consists of a single-story addition at the address mentioned above, located
in Sunny Isles Beach, FL. An existing foundation plan prepared by Spillis Candela DMJM,
dated August 19, 2002, was provided to UES. Currently, the site is a paved area and
dumpster pad directly west of the existing building. Based on the plans provided, the
existing structure is supported on a deep foundation system consisting of 14” auger cast-
in-place (ACIP) piles to depths of approximately 30 feet below the bottom of pile cap
elevations. UES assumes that the proposed construction will consist of reinforced concrete,
masonry, and wood-frame construction. For the proposed structure, UES has estimated
maximum foundation loading at 50 kips for any isolated column footings and 4 kips per
linear foot for continuous footings. If conditions vary from those indicated above, UES
should be requested to review the data to see if the recommendations contained herein are
still valid.
City of Sunny Isles Building Department Relocation Geotechnical Exploration Report
Sunny Isles Beach, FL March 29, 2024
UES Project No.: 0630.2400024.0000
This item has been digitally signed and sealed by
[Alberto J. Mercado] on the date adjacent to the seal.
Printed copies of this document are not considered
signed and sealed and the signature must be verified
on any electronic copies.
The subsurface conditions encountered generally consisted of 3” to 3.5” of asphalt atop
very loose to medium dense, fine to medium grained sand with varying amounts of
limestone and shell fragments from ground surface to the approximate depths of 10 to 13
feet below ground surface (BGS). The following layers consisted of very loose to medium
dense, fine to medium grained sand with varying amounts of silt to a depth 20 to 22 feet
BGS, underlain by limestone fragments with sand to the termination depth of the borings at
24 feet BGS. Sand with organics were encountered at boring B01 at the approximate
depths of 9 to 10 feet and 20 to 22 feet BGS. The SPT N values ranged between 1 to 32
blows per foot.
Groundwater at the time of testing (March 2024) was encountered at an approximate depth
of 5’1” to 5’4” BGS.
Based on the subsurface conditions and given that the existing structure is supported by
deep foundations, to avoid differential settlement, UES recommends supporting the single-
story addition on deep foundations as well, to transmit the loads to the competent dense
soils. Deep foundation system that may be utilized is helical piers. Design and installation
criteria for helical piers have been provided herein.
UES appreciates the opportunity to be of service to you on this project and looks forward
to a continued association with BEA Architects, Inc. Please contact the undersigned if you
have any questions or comments or if UES may further assist you as your plans proceed.
Respectfully Submitted,
UES
Registry No. 4930
David Lopez, E.I.
Staff Engineer
Alberto J. Mercado, P.E.
Geotechnical Department Manager
Professional Engineer #95703
State of Florida
TABLE OF CONTENTS
1.0 INTRODUCTION ................................................................................................................................................ 1
1.1 PROJECT DESCRIPTION .............................................................................................................................................. 1
2.0 OBSERVATIONS ................................................................................................................................................ 1
2.1 SITE OBSERVATION AND HISTORICAL DATA ................................................................................................................... 1
2.2 LABORATORY TESTING AND PROCEDURES ..................................................................................................................... 1
2.3 FIELD EXPLORATION ................................................................................................................................................. 4
3.0 SUBSURFACE CONDITIONS ............................................................................................................................... 6
3.1 GROUNDWATER CONDITIONS .................................................................................................................................... 6
4.0 FOUNDATION RECOMMENDATIONS ................................................................................................................ 7
4.1 HELICAL PILES ......................................................................................................................................................... 7
4.2 SLAB-ON-GRADE DESIGN .......................................................................................................................................... 8
5.0 EXCAVATION CONDITIONS ............................................................................................................................... 8
6.0 REPORT LIMITATIONS ....................................................................................................................................... 8
Appendices
Appendix A Record of Test Borings
Appendix B Notes Related to Test Borings
Appendix C Discussion of Soil Groups
City of Sunny Isles Building Department Relocation Geotechnical Exploration Report
Sunny Isles Beach, FL March 29, 2024
UES Project No.: 0630.2400024.0000 Page 1 of 11
1.0 INTRODUCTION
1.1 Project Description
The site is located at 18050 Collins Ave, Sunny Isles Beach, FL, as shown in Figure 1. The
proposed development consists of a single-story addition at the address mentioned above,
located in Sunny Isles Beach, FL. An existing foundation plan prepared by Spillis Candela
DMJM, dated August 19, 2002, was provided to UES, as shown in Figure 2. Currently, the
site is a paved area and dumpster pad directly west of the existing building. Based on the
plans provided, the existing structure is supported on a deep foundation system consisting
of 14” auger cast-in-place (ACIP) piles to depths of approximately 30 feet below the bottom
of pile cap elevations. UES assumes that the proposed construction will consist of reinforced
concrete, masonry, and wood-frame construction. For the proposed structure, UES has
estimated maximum foundation loading at 50 kips for any isolated column footings and 4
kips per linear foot for continuous footings.
The recommendations provided in this report are based upon the information noted above.
If project information differs significantly, please inform UES so that UES may review and
revise the recommendations, if necessary, with respect to any modifications.
2.0 OBSERVATIONS
2.1 Site Observation and Historical Data
The subject property is located at 18050 Collins Ave, Sunny Isles Beach, FL, Florida.
Currently, the site is a paved area and dumpster pad directly west of the existing building.
No soil staining or visual evidence of chemical or petroleum spillage was apparent. The
recovered samples were not examined, either visually or analytically, for chemical
composition or environmental hazards. UES would be pleased to perform these services if
required.
UES reviewed historic aerials from 1957 through 2024. The aerials depict the site as an
undeveloped parcel of land with light vegetation since 1957. The 1980 aerial depicts the site
as the south-end of a paved parking lot. The 2004 aerial depicts the existing paved area and
dumpster pad directly west of the existing commercial building (Tony Roma’s). The site has
remained relatively unchanged since then.
2.2 Laboratory Testing and Procedures
Soil samples recovered from UES’s field exploration were returned to the laboratory. A
geotechnical engineer visually examined and reviewed the field descriptions of the recovered
soils in general accordance with ASTM D-2488. Samples were visually examined to
accurately evaluate the subsurface soil properties and site geomorphic conditions.
City of Sunny Isles Building Department Relocation Geotechnical Exploration Report
Sunny Isles Beach, FL March 29, 2024
UES Project No.: 0630.2400024.0000 Page 2 of 9
FIGURE 1 – SITE LOCATION PLAN CITY OF SUNNY ISLES BLDG DEPARTMENT SUNNY ISLES, FL UES PROJECT NO. : 0630.2400021.0000 LEGEND: SITE
City of Sunny Isles Building Department Relocation Geotechnical Exploration Report
Sunny Isles Beach, FL March 29, 2024
UES Project No.: 0630.2400024.0000 Page 3 of 9
FIGURE 2 – EXISTING FOUNDATION PLANS
City of Sunny Isles Building Department Relocation Geotechnical Exploration Report
Sunny Isles Beach, FL March 29, 2024
UES Project No.: 0630.2400024.0000 Page 4 of 9
The following tests were performed to aid in classifying the soils and to help evaluate the
general engineering characteristics of the site soils: percent passing the No. 200 sieve
(ASTM D-1140) and Organic Content (ASTM D-2974). Table 1 below presents the summary
of laboratory test results of the soils samples tested.
Table 1 Summary of Laboratory Test Results
Boring Sample Depth
(feet)
Percent
Passing No.
200 Sieve (%)
Organic
Content (%)
B01 9 – 10 - 9
B01 18 – 20 16 -
B01 20 – 22 8 14
B02 18 – 20 21 11
Representative samples of the soils encountered during the field exploration will be held in
the laboratory for your inspection for 30 days unless UES is notified otherwise.
2.3 Field Exploration
For purposes of this study, two (2) standard penetration test (SPT) borings were completed
to the deepest depth of 24 feet below existing grade. Figure 3 shows the approximate test
locations performed at the site. The SPT boring method was used as the investigative tool
within the borings. Penetration tests were performed in substantial accordance with ASTM
Procedure D-1586, “Penetration Test and Split-Barrel Sampling of Soils”. This test procedure
consists of driving a 1.4-inch I.D. split-tube sampler into the soil profile using a 140-pound
automatic hammer falling 30 inches. The number of blows per foot for the second and third
6-inch increments is an indication of soil strength. The SPT borings were performed using a
CME-55, a truck-mounted drill rig, equipped with an automatic hammer. The soil samples
recovered from the soil borings were classified and stratified by a geotechnical engineer.
Following completion of the field services, all boreholes were backfilled with excavated
soil/rock, and the site generally cleaned, as required. The results of the classification and
stratification are encountered during UES’s exploration are presented in Appendix A
“Record of Test Boring”. It should be noted that soil conditions might vary between what is
depicted on the attached log and other areas of the site. The soil boring data reflect
information from a specific test location only. Site specific survey staking for the test location
was not provided for UES’s field exploration. The boring locations, were marked in the field
by a project engineer by using the provided aerials, measuring distances, and estimating
right angles from existing site features.
City of Sunny Isles Building Department Relocation Geotechnical Exploration Report
Sunny Isles Beach, FL March 29, 2024
UES Project No.: 0630.2400024.0000 Page 5 of 9
FIGURE 3 – BORING LOCATION PLAN NOTE: BORING LOCATIONS WERE LOCATED USING A MEASURING TAPE AND EXISTING
LANDMARKS AS REFERENCE POINTS. IN ADDITION, THE LATITUDE, LONGITUDE, AND
ELEVATION NOTED ON THE BORING LOGS WERE TAKEN FROM GOOGLE EARTH.
THEREFORE, LOCATIONS SHOWN ON THE PLAN ARE APPROXIMATE.
Legend: SPT Boring
City of Sunny Isles Building Department Relocation Geotechnical Exploration Report
Sunny Isles Beach, FL March 29, 2024
UES Project No.: 0630.2400024.0000 Page 6 of 9
The latitude, longitude, and elevation noted in UES’s boring logs were taken from Google
Earth. Google Earth uses WGS-84 or Local Mean Sea Level (MSL) as datum. It should be
noted that elevations may not always be correct if fill is added or site grades change to a site
after Google captures the image. The boring location and elevations noted should, therefore,
be considered approximate. The boring depths were confined to the zone of soil likely to be
stressed by the proposed construction. The boring log depicts the observed soils in graphic
detail. The Standard Penetration Test boring indicates the penetration resistance, or N-
values logged during the drilling and sampling activities.
3.0 SUBSURFACE CONDITIONS
The subsurface conditions encountered generally consisted of 3” to 3.5” of asphalt atop very
loose to medium dense, fine to medium grained sand with varying amounts of limestone and
shell fragments from ground surface to the approximate depths of 10 to 13 feet below ground
surface (BGS). The following layers consisted of very loose to medium dense, fine to medium
grained sand with varying amounts of silt to a depth 20 to 22 feet BGS, underlain by limestone
fragments with sand to the termination depth of the borings at 24 feet BGS. Sand with
organics were encountered at boring B01 at the approximate depths of 9 to 10 feet and 20
to 22 feet BGS, and at boring B02 at the approximate depths of 18 to 20 feet BGS. The SPT
N values ranged between 1 to 32 blows per foot.
Please refer to the attached boring logs in Appendix A for complete and detailed descriptions
of the soils and relative density condition encountered at each test boring completed for this
study.
3.1 Groundwater Conditions
Groundwater at the time of testing (March 2024) was encountered at an approximate depth
of 5’1” to 5’4” feet BGS. The groundwater table will fluctuate seasonally depending upon local
rainfall, and other local influences. Higher temporary water levels may be possible at this site
after extended periods of rain. This is based upon the existing static groundwater levels at
the time of UES’s exploration and anticipating groundwater table rise through the type of soils
encountered during the exploration.
No additional investigation was conducted in relation to any existing well field in the vicinity.
Well fields can influence water table levels and cause significant fluctuations. If a more
comprehensive water table analysis is necessary, UES recommends contacting a registered
professional specialized in hydrogeology.
City of Sunny Isles Building Department Relocation Geotechnical Exploration Report
Sunny Isles Beach, FL March 29, 2024
UES Project No.: 0630.2400024.0000 Page 7 of 9
4.0 FOUNDATION RECOMMENDATIONS
4.1 Helical Piles
It is likely that a single helical pier can develop an allowable capacity of 12 kips (24 kips
ultimate) at depths of approximately 24 feet below grade depending on shaft and helix
configuration. Note that buckling effect was not determined. The designer should determine the
buckling effect based on the shaft and helix configuration determined for design and
construction. Appropriate reduction factors should be considered when center-to-
center spacing of helical piles is less than three times the diameter of the largest helix plate at
bearing depth.
Helical piers consist of galvanized steel shafts with helical flight augers on the bottom shaft. The
shafts are bolted together as the shafts are drilled into the subsurface. The torque applied to
the piers during drilling is correlated to the compression capacity of the helical pier. The shafts
are cut to the appropriate cut-off elevation, and typically pile caps, grade beams, or footings are
cast on the top of the helical piers. Any footings that tie into existing footings should be doweled
together. Where there are existing foundations, brackets can be attached to both the anchor
and the foundation for support.
To obtain the anticipated axial capacity, the piers would likely have to be installed and seated
into gravelly and sandy soils encountered at approximately 24 feet below ground surface. Each
pier must be installed with a minimum ultimate capacity of twice their design capacity. The
capacity of each pier must be verified by shear pins or other calibration techniques as required
by the Florida Building Code, latest ed., as noted below.
In accordance with Section 1810.3.3.1.9 of the Florida Building Code, latest ed., the allowable
axial design load, Pa, of helical piles shall be determined as follows:
Pa = 0.5 Pu (Equation 18-4)
where Pu is the least value of:
1.Sum of the areas of the helical bearing plates times the ultimate bearing capacity of the soil
or rock comprising the bearing stratum. (In UES’s case, the designers can assume a soil’s
unit weight (ϒ) of 110 pcf and an angle of shearing resistance (φ’) of 32o.)
2.Ultimate capacity determined from well-documented correlations with installation
torque.
3.Ultimate capacity determined from load tests.
4.Ultimate axial capacity of pile shaft.
5.Ultimate axial capacity of pile shaft couplings.
6.Sum of the ultimate axial capacity of helical bearing plates affixed to pile.
Helical pier design and installation are proprietary in nature. The locations and required capacity
of the piers must be designed by the structural engineer or other qualified professional. UES
recommends that a representative of UES’s company monitor the helical pier installation in
accordance with the Florida Building Code.
City of Sunny Isles Building Department Relocation Geotechnical Exploration Report
Sunny Isles Beach, FL March 29, 2024
UES Project No.: 0630.2400024.0000 Page 8 of 9
4.2 Slab-on-Grade Design
Slab-on-grade construction may be used for the ground floor provided the soils are prepared
as recommended in this report. A modulus of subgrade reaction of 150 pounds per cubic
inch (pci) may be used in the design of grade level slabs bearing on well-compacted, granular
fill.
To minimize localized cracking under non-uniform loading, the slab should be adequately
reinforced. Cracking can be further minimized by liberally jointing the slabs and by structurally
separating them from the building walls and columns. In UES’s opinion, a highly porous base
course under ground slabs is not needed. UES does recommend using plastic vapor barriers
at least 6 mils thick.
5.0 EXCAVATION CONDITIONS
In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its “Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P”. This document was issued to
better insure the safety of workmen entering trenches or excavations. It is mandated by this
federal regulation that all excavations, whether they be utility trenches, basement
excavations or footing excavations, be constructed in accordance with the OSHA guidelines.
It is UES’s understanding that these regulations are being strictly enforced and if they are not
closely followed, the owner and the contractor could be liable for substantial penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. The contractor’s responsible
person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations
as part of the contractor’s safety procedures. In no case should slope height, slope
inclination, or excavation depth, including utility trench excavation depth, exceed those
specified in local, state, and federal safety regulations. UES is providing this information
solely as a service to UES’s client. UES is not assuming responsibility for construction site
safety or the contractor’s activities; such responsibility is not implied and should not be
inferred.
6.0 REPORT LIMITATIONS
This consulting report has been prepared for the exclusive use of the current project owners
and other members of the design team for this project. This report has been prepared in
accordance with generally accepted local geotechnical engineering practices; no other
warranty is expressed or implied. The evaluation submitted in this report is based in part
upon the data collected during a field exploration. However, the nature and extent of
variations throughout the subsurface profile may not become evident until the time of
construction. If variations then appear evident, it may be necessary to reevaluate information
and professional opinions as provided in this report. In the event changes are made in the
nature, design, or locations of the proposed structure, the evaluation and opinions contained
in this report shall not be considered valid unless the changes are reviewed and conclusions
City of Sunny Isles Building Department Relocation Geotechnical Exploration Report
Sunny Isles Beach, FL March 29, 2024
UES Project No.: 0630.2400024.0000 Page 9 of 9
modified or verified in writing by UES. Lastly, in accepting this report, the client understands
that the data obtained from the soil borings is intended for foundation analysis only and is
not to be used for excavating or backfilling pricing estimates.
The analysis and recommendations submitted in this report are based on the data obtained
from the tests performed at the location indicated on the attached figure. This report does not
reflect any variations, which may occur between borings. While the borings are
representative of the subsurface conditions at their respective locations and for their vertical
reaches, local variations characteristic of the subsurface soils of the region are anticipated
and may be encountered. The delineation between soil types shown on the soil logs is
approximate and the description represents UES’s interpretation of the subsurface conditions
at the designated boring locations on the particular date drilled.
UES should be provided the opportunity to review the final foundation specifications and
foundation design drawings, in order to determine whether UES’s recommendations have
been properly interpreted, communicated, and implemented. If UES is not afforded the
opportunity to participate in construction related aspects of foundation installation as
recommended in this report or any report addendum, UES will accept no responsibility for
the interpretation of UES's recommendations made in this report or on a report addendum
for foundation performance.
Any third-party reliance on UES’s geotechnical report or parts thereof is strictly prohibited
without the expressed written consent of UES.
The SPT methodology (ASTM D-1586) used in performing UES’s borings and for
determining penetration resistance is specific to the sampling tools utilized and does
not reflect the ease or difficulty of advancing other tools, equipment, or materials.
The monitoring and inspection of construction procedures and the supervision of the
implementation of the recommendations given herein shall be made by UES. Otherwise, the
retained firm shall study this report, perform additional tests as they deem necessary, and
submit their own recommendations or assume full responsibility for the outlined
recommendations in their entirety.
APPENDIX ARecord of Test Borings
1
2
3
4
5
6
7
8
9
10
29
8
7
1
3
3
11
2
5
36
3" of asphalt atop, LIMESTONE fragments with SAND.
Dense, light brown, fine to medium grained SAND (SP)
with trace of limestone and shell fragments.
Loose, light brown, fine to medium grained SAND (SP) with
trace of limestone and shell fragments.
Loose, gray, fine to medium grained SAND (SP) with trace
of shell fragments.
Very loose, gray, SAND (SP) with trace of silt.
Very loose, gray, fine to medium grained SAND (SP) with
trace of shell fragments.
Very loose, dark brown, fine to medium grained SAND (SP)
with ORGANICS.
Very loose, gray to dark gray, fine to medium grained
SILTY SAND (SM).
Medium dense, gray, fine to medium grained SAND (SP)
with trace of shell fragments.
Very loose, gray, fine to medium grained SILTY SAND
(SM).
Loose, dark gray, fine to medium grained SAND (SP) with
ORGANICS, some silt.
LIMESTONE fragments with some sand, with trace of silt
and shell fragments.
Bottom of borehole at 24.0 feet.
11
11
18
8
2
4
4
4
4
4
3
2
2
1
0
1
1
2
1
2
2
1
2
2
3
4
7
8
4
2
0
1
2
2
3
2
7
6
30
20
67
75
75
75
75
42
33
17
17
25
9
13
14
0.4
4.0
6.0
8.0
9.0
10.0
13.0
18.0
20.0
22.0
24.0
HAMMER TYPE 140# with 30 in Drop - Automatic Hammer
HOLE DIAMETER
DRILLER Pablo Estrada
DRILL RIG CME-55
METHOD SPT
HOLE DEPTH 24 ft
DATE STARTED 3/13/24 COMPLETED 3/13/24
AT TIME OF DRILLING 5.33 ft / Elev 0.67 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR Dancor Group
LATITUDE 25.942164 LONGITUDE -80.121888
SAMPLE TYPENUMBERN VALUEGRAPHICLOG FINES CONTENT (%)
20 40 60 80
SPT N VALUE
20 40 60 80
20 40 60 80
PL LLMC
PROJECT NUMBER 0630.2400021.0000 PROJECT LOCATION 18050 Collins Ave, Sunny Isles Beach, FL
PROJECT NAME City of Sunny Isles Bldg. Dept Relocation
LOG OF BORING B01
MATERIAL DESCRIPTION
CLIENT BEA Architects, Inc.BLOWCOUNTSRECOVERY %ORGANICCONTENT (%)MOISTURECONTENT (%)ELEVATION(ft)5
0
-5
-10
-15DEPTH(ft)5
10
15
20
PAGE 1 OF 1
GFA GEOTECH BH - GFA DATA TEMPLATE.GDT - 3/27/24 11:15 - C:\USERS\DLOPEZ3.TEAMUES\UNIVERSAL ENGINEERING-TEAM UES\UES SFL GEO - DOCUMENTS\ACTIVE PROJECTS\0630.2400021.0000 - CITY OF SUNNY ISLES BLDG DEPT RELOCATION\6 - GINT\0630.2400021.0000 - CITY OF SUNNY ISLES BLDG DEPT RELOCATION.GPJUES
1215 Wallace Drive
Delray Beach, FL 33444
(561) 347-0070
1
2
3
4
5
6
7
8
9
29
32
11
8
2
13
3
1
22
3.5" of asphalt atop, LIMESTONE fragments with trace of
sand.
LIMESTONE fragments with some sand.
LIMESTONE fragments with some sand and trace of shell
fragments.
Very loose, gray, fine to medium grained SAND (SP) with
trace of limestone fragments.
Medium dense, gray, fine to medium grained SAND (SP)
with SHELL fragments, trace of limestone fragments.
Very loose, dark gray, fine to medium grained SILTY SAND
(SM) with ORGANICS.
LIMESTONE fragments with some silt.
LIMESTONE fragments with some sand.
Bottom of borehole at 24.0 feet.
26
14
15
14
16
16
16
10
6
7
4
5
4
5
3
2
3
1
1
3
4
6
7
10
2
2
1
2
2
0
1
0
8
9
13
16
67
75
50
33
75
67
58
25
67
11
2.0
6.0
8.0
13.0
18.0
20.0
22.0
24.0
HAMMER TYPE 140# with 30 in Drop - Automatic Hammer
HOLE DIAMETER
DRILLER Pablo Estrada
DRILL RIG CME-55
METHOD SPT
HOLE DEPTH 24 ft
DATE STARTED 3/13/24 COMPLETED 3/13/24
AT TIME OF DRILLING 5.08 ft / Elev -0.08 ft
NOTE:
GROUND WATER LEVEL:
DRILLING CONTRACTOR Dancor Group
LATITUDE 25.942103 LONGITUDE -80.121906
SAMPLE TYPENUMBERN VALUEGRAPHICLOG FINES CONTENT (%)
20 40 60 80
SPT N VALUE
20 40 60 80
20 40 60 80
PL LLMC
PROJECT NUMBER 0630.2400021.0000 PROJECT LOCATION 18050 Collins Ave, Sunny Isles Beach, FL
PROJECT NAME City of Sunny Isles Bldg. Dept Relocation
LOG OF BORING B02
MATERIAL DESCRIPTION
CLIENT BEA Architects, Inc.BLOWCOUNTSRECOVERY %ORGANICCONTENT (%)MOISTURECONTENT (%)ELEVATION(ft)5
0
-5
-10
-15DEPTH(ft)5
10
15
20
PAGE 1 OF 1
GFA GEOTECH BH - GFA DATA TEMPLATE.GDT - 3/27/24 11:15 - C:\USERS\DLOPEZ3.TEAMUES\UNIVERSAL ENGINEERING-TEAM UES\UES SFL GEO - DOCUMENTS\ACTIVE PROJECTS\0630.2400021.0000 - CITY OF SUNNY ISLES BLDG DEPT RELOCATION\6 - GINT\0630.2400021.0000 - CITY OF SUNNY ISLES BLDG DEPT RELOCATION.GPJUES
1215 Wallace Drive
Delray Beach, FL 33444
(561) 347-0070
APPENDIX BNotes Related to Test Borings
NOTES RELATED TO
RECORDS OF TEST BORING AND
GENERALIZED SUBSURFACE PROFILE
1.Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on
the date indicated. Fluctuations in groundwater levels are common; consult report text for a discussion.
2.The boring location was identified and located in the field based on measured and estimated distances from
existing site features.
3.The borehole was backfilled to site grade following boring completion, patched with asphalt cold patch mix when
pavement was encountered.
4.The Record of Test Boring represents our interpretation of field conditions based on engineering examination of
the soil samples.
5.The Record of Test Boring is subject to the limitations, conclusions, and recommendations presented in the
report text.
6.The Standard Penetration Test (SPT) was performed in accordance ASTM Procedure D-1586. SPT testing
procedure consists of driving a 1.4-inch I.D. split-tube sampler into the soil profile using a 140-pound hammer
falling 30 inches.
7.On the Record of Test Boring listed as “Blow Counts”, the N-value is the sum of the SPT hammer blows required
to drive the split-tube sampler through the second and third 6-inch increment of the sampling layer, and is an
indication of soil strength.
8.Shown on the Record of Test Boring an SPT N-value expressed as 50/2” is descriptive of the fact that 50
hammer blows were required to drive the split-spoon sampler a distance of approximately 2 inches.
9.The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those in
the field. The soil/rock conditions shown on the Records of Test Boring refer to conditions at the specific location
tested; soil/rock conditions may vary between test locations.
10.Relative density and consistency for sands/gravels, silts/clays, and limestone are described as follows:
Cohesionless Soils Silts and Clays Limestone
SPT (N-Value) Relative Density SPT (N-Value) Consistency SPT (N-Value) Relative Density
0 – 3 Very Loose 0 – 1 Very Soft 0 – 19 Very Soft
4 – 8 Loose 2 – 4 Soft 20 – 49 Soft
9 – 24 Medium Dense 4 – 6 Firm 50 – 100 Medium Hard
25 – 40 Dense 7 – 12 Stiff 50 for 3 to 5” Moderately Hard
Over 40 Very Dense 13 – 24 Very Stiff 50 for 0 to 2” Hard
Over 24 Hard
11.Definition of descriptive terms of modifiers for silts/clays/shells/gravels are described as follows:
Percentage of Modifier Material First Qualifier Second Qualifier
0 – 5 With a Trace of + Silt, Clay, Shell With a Trace
5 – 12 Slightly + Silty, Clayey, Shelly With Some
12 – 30 Silty, Clayey, Shelly With
30 – 50 Very + Silty, Clayey, Shelly And
12.Descriptive characteristics for organic content percentages are described as follows:
Percentage of Organic Material Descriptor
0 – 5 With a Trace
5 – 20 With Organics
20 – 75 Highly Organic
75 – 100 Peat
APPENDIX CDiscussionofSoilGroups
DISCUSSION OF SOIL GROUPS
COARSE GRAINED SOILS
GW and SW GROUPS. These groups comprise well‐graded gravelly and sandy soils having little or no
plastic fines (less than 5 percent passing the No. 200 sieve). The presence of the fines must not
noticeably change the strength characteristics of the coarse‐grained fraction and must not interface
with it's free‐draining characteristics.
GP and SP GROUPS. Poorly graded gravels and sands containing little of no plastic fines (less than 5
percent passing the No. 200 sieve) are classed in GP and SP groups. The materials may be called uniform
gravels, uniform sands or non‐uniform mixtures of very coarse material and very fine sands, with
intermediate sizes lacking (sometimes called skip‐graded, gap‐graded or step‐graded). This last group
often results from borrow pit excavation in which gravel and sand layers are mixed.
GM and SM GROUPS. In general, the GM and SM groups comprise gravels or sands with fines (more
than 12 percent passing the No. 200 sieve) having low or no plasticity. The plasticity index and liquid
limit of soils in the group should plot below the "A" line on the plasticity chart. The gradation of the
material is not considered significant and both well and poorly graded materials are included.
GC and SC GROUPS. In general, the GC and SC groups comprise gravelly or sandy soils with fines (more
than 12 percent passing the No. 200 sieve), which have a fairly high plasticity. The liquid limit and
plasticity index should plot above the "A” line on the plasticity chart.
FINE GRAINED SOILS
ML and MH GROUPS. In these groups, the symbol M has been used to designate predominantly silty
material. The symbols L and H represent low and high liquid limits, respectively, and an arbitrary
dividing line between the two is set at a liquid limit of 50. The soils in the ML and MH groups are sandy
silts, clayey silts or inorganic silts with relatively low plasticity. Also included are loess type soils and
rock flours.
CL and CH GROUPS. In these groups the symbol C stands for clay, with L and H denoting low or high
liquid limits, with the dividing line again set at a liquid limit of 50. The soils are primarily inorganic clays.
Low plasticity clays are classified as CL and are usually lean clays, sandy clays or silty clays. The medium
and high plasticity clays are classified as CH. These include the fat clays, gumbo clays and some volcanic
clays.