HomeMy WebLinkAboutReport of Geotechnical ExplorationGFA INTERNATIONAL
FLORIDA'S LEADING ENGINEERING SOURCE
Report of Geotechnical Exploration
Proposed One -Story Residence
Orange Ave
Fort Pierce, Florida
January 4, 2018
GFA Project No.: 17-6850.00
For: Andrew Barry
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Proposed One -Story Residence Geotechnical Report
Orange Ave, Fort Pierce, Florida January 4, 2018
GFA Project No. 17-6850.00 Page 3 of 9
TABLE OF CONTENTS
1.0 INTRODUCTION.................................................................................................................4
1.1 Scope of Services............................................................................................................4
1.2 Project Description...........................................................................................................4
2.0 OBSERVATIONS.................................................................................................................4
2.1 Site Inspection.................................................................................................................4
2.2 Field Exploration..............................................................................................................5
2.3 Laboratory Analysis..........................................................................................................5
2.4 Geomorphic Conditions....................................................................................................5
2.5 Hydrogeological Conditions..............................................................................................6
3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS..............................................6
3.1
General............................................................................................................................6
3.2
Site Preparation...............................................................................................................7
3.3
Design of Footings...........................................................................................................8
3.4
Ground Floor Slabs..........................................................................................................8
3.5
Pool Construction Recommendations..............................................................................8
3.6
Excavation Conditions......................................................................................................8
4.0 REPORT LIMITATIONS.......................................................................................................9
5.0 BASIS FOR RECOMMENDATIONS....................................................................................9
Appendix A - Vicinity Map
Appendix B - Test Location Plan
Appendix C - Notes Related to Borings
Appendix D - Record of Test Borings
Appendix E - Discussion of Soil Groups
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Proposed One -Story Residence
Orange Ave, Fort Pierce, Florida
GFA Project No. 17-6850.00
1.0 INTRODUCTION
1.1 Scope of Services
Geotechnical Report
January 4, 2018
Page 4 of 9
The objective of our geotechnicai services was to collect subsurface data for the subject project,
summarize the test results, and discuss any apparent site conditions that may have
geotechnical significance for building construction. The following scope of services is provided
within this report:
1. Prepare records of the soil boring logs depicting the subsurface soil conditions encountered
during our field exploration.
2. Conduct a review of each soil sample obtained during our field exploration for classification
and additional testing if necessary.
3. Analyze the existing soil conditions found during our exploration with respect to foundation
support for the proposed structure.
4. Provide recommendations with respect to foundation support of the structure, including
allowable soil -bearing capacity, bearing elevations, and foundation design parameters.
5. Provide criteria and site preparation procedures to prepare the site for the proposed
construction.
1.2 Project Description
Based on a site plan prepared by Alexander Piazza PSM, Inc. dated 11/14/2017 (reproduced in
Appendix B - Test Location Plan) and conversations with the client, the project consists of
constructing a one-story residence. We have not received any information regarding structural
loads. For the foundation recommendations presented in this report we assumed the maximum
column load will be 35 kips and the maximum wall loading will be 3 kips per linear foot. A pad
has been constructed and GFA estimates the site is at or near final grade.
The recommendations provided herein are based upon the above considerations. If the project
description has been revised, please inform GFA International so that we may review our
recommendations with respect to any modifications.
2.0 OBSERVATIONS
2.1 Site Inspection
The project site was generally flat and had been cleared of vegetation. The grade at the site
was estimated to be even with the adjacent road at the time of drilling. Residential structures
were adjacent to the property.
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Proposed One -Story Residence
Orange Ave, Fort Pierce, Florida
GFA Project No. 17-6850.00
2.2 Field Exploration
Geotechnical Report
January 4, 2018
Page 5 of 9
A total of four (4) Auger Borings (AB) to depths of approximately ten (10) feet below ground
surface (BGS) were completed for this study. Hand Cone Penetrometer (HCP) tests were
conducted at one -foot intervals in the auger borings. The HCP test, in conjunction with
information about the soil type, is empirically correlated to the relative density of subsurface
soils. The locations of the borings performed are illustrated in Appendix B: "Test Location Plan".
The HCP method was used as the investigative tool within the borings. The auger borings were
performed in substantial accordance with ASTM Procedure D-1452, "Practice for Soil
Investigation and Sampling by Auger Borings".
The soil samples recovered from the soil borings were visually classified and their stratification
is illustrated in Appendix D: "Record of Test Borings". It should be noted that soil conditions
might vary between the strata interfaces, which are shown. The soil boring data reflect
information from a specific test location only. Site specific survey staking for the test locations
was not provided for our field exploration. The indicated depth and location of each test was
approximated based upon existing grade and estimated distances and relationships to obvious
landmarks. The boring depths were confined to the zone of soil likely to be stressed by the
proposed construction and knowledge of vicinity soils.
2.3 Laboratory Analysis
Soil samples recovered from our field exploration were returned to our laboratory where they
were visually examined in general accordance with ASTM D-2488. Samples were evaluated to
obtain an accurate understanding of the soil properties and site geomorphic conditions. After a
thorough visual examination of the recovered site soils, no laboratory testing was deemed
necessary. Bag samples of the soil encountered during our field exploration will be held in our
laboratory for your inspection for 30 days and then discarded unless we are notified otherwise in
writing.
The recovered samples were not examined, either visually or analytically, for chemical
composition or environmental hazards. GFA would be pleased to perform these services for an
additional fee, if required.
2.4 Geomorphic Conditions
The geology of the site as mapped on the USDA Soil Survey website consists of Pineda sand, 0
to 2 percent slopes (32) and Riviera fine sand, 0 to 2 percent slopes (38). These are sandy
soils and organic soils are not indicated. It should be noted that the Soil Survey generally
extends to a maximum depth of 80 inches (approximately 63/ feet) below ground surface and is
not indicative of deeper soil conditions.
Boring logs derived from our field exploration are presented in Appendix D: "Record of Test
Borings". The boring logs depict the observed soils in graphic detail. The auger borings
indicate the HCP values logged, during the drilling and sampling activities. The classifications
and descriptions shown on the logs are generally based upon visual characterizations of the
recovered soil samples. All soil samples reviewed have been depicted and classified in general
accordance with the Unified Soil Classification System, modified as necessary to describe
Proposed One -Story Residence Geotechnical Report
Orange Ave, Fort Pierce, Florida January 4, 2018
GFA Project No. 17-6850.00 Page 6 of 9
typical Florida conditions. See Appendix E: "Discussion of Soil Groups", for a detailed
description of various soil groups.
The subsurface soil conditions encountered at the boring locations generally consist of medium
dense sand (SP) with occasional silty/clayey sand (SP-SM, SP-SC) layers to a depth of 7 feet,
and then medium dense clayey sand (SC) to the boring termination depths. Please refer to
Appendix D - Record of Test Borings for a detailed account of each boring.
2.5 Hydrogeological Conditions
On the dates of our field exploration, the groundwater table was encountered at depths ranging
from approximately 6Y2 to 9% feet below the existing ground surface. The groundwater table will
fluctuate seasonally depending upon local rainfall and other site specific and/or local influences.
Brief ponding of stormwater may occur across the site after heavy rains.
No additional investigation was included in our scope of work in relation to the wet seasonal
high groundwater table or any existing well fields in the vicinity. Well fields may influence water
table levels and cause significant fluctuations. If a more comprehensive water table analysis is
necessary, please contact our office for additional guidance.
3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS
3.1 General
A foundation system for any structure must be designed to resist bearing capacity failures, have
settlements that are tolerable, and resist the environmental forces that the foundation may be
subjected to over the life of the structure. The soil bearing capacity is the soil's ability to support
loads without plunging into the soil profile. Bearing capacity failures are analogous to shear
failures in structural design and are usually sudden and catastrophic.
The amount of settlement that a structure may tolerate is dependent on several factors
including: uniformity of settlement, time rate of settlement, structural dimensions and properties
of the materials. Generally, total or uniform settlement does not damage a structure but may
affect drainage and utility connections. These can generally tolerate movements of several
inches for building construction. In contrast, differential settlement affects a structure's frame
and is limited by the structural flexibility.
The subsurface soil conditions at the project site are generally favorable for the support of the
proposed structure on shallow foundations. An allowable bearing capacity of 2,500 psf may be
used for foundation design. Expected settlement of the structure is 1 inch or less total and less
than Y2 inch differential.
3.2 Site Preparation
GFA recommends the following compaction requirements for this project:
Proposed One -Story Residence
Orange Ave, Fort Pierce, Florida
GFA Project No. 17-6850.00
➢ Proof Roll ..........................................
➢ Building Pad Fill ................................
➢ Footings ............................................
Geotechnical Report
January 4, 2018
Page 7 of 9
..........................95% of a Modified Proctor
..........................95% of a Modified Proctor
..........................95% of a Modified Proctor
The compaction percentages presented above are based upon the maximum dry density as
determined by a "modified proctor" test (ASTM D-1557). All density tests should be
performed to a depth of 2 feet below stripped surface and below bottom of footings. All
density tests should be performed using the nuclear method (ASTM D-2922), the sand cone
method (ASTM D-1556), or Hand Cone Penetrometer (HCP) tests.
Our recommendations for preparation of the site for use of shallow foundation systems are
presented below. This approach to improving and maintaining the site soils has been found to
be successful on projects with similar soil conditions.
1. Initial site preparation should consist of performing stripping (removing surface vegetation,
near surface roots, and other deleterious matter) and clearing operations. This should be
done within, and to a distance of five (5) feet beyond, the perimeter of the proposed building
footprint (including exterior isolated columns). Foundations and any below grade remains of
any structures that are within the footprint of the new construction should be removed, and
utility lines should be removed or properly abandoned so as to not affect structures.
2. Following site stripping and prior the placement of any fill, areas of surficial sand (not
exposed limestone) should be compacted ("proof rolled") and tested. We recommend using
a steel drum vibratory roller with sufficient static weight and vibratory impact energy to
achieve the required compaction. Density tests should be performed on the proof rolled
surface at a frequency of not less than one test per 2,500 square feet, or a minimum of three
(3) tests, whichever is greater. Areas of exposed intact limestone shall be visually confirmed
by the project geotechnical engineer prior to fill placement, in lieu of proof rolling.
3. Fill material may then be placed in the building pad as required. The fill material should be
inorganic (classified as SP, SW, GP, GW, SP-SM, SW-SM, GW-GP, GP -GM) containing not
more than 5 percent (by weight) organic materials. Fill materials with silt/clay-size soil
fines in excess of 12% should not be used. Fill should be placed in lifts with a maximum
lift thickness not exceeding 12-inches. Each lift should be compacted and tested prior to the
placement of the next lift. Density tests should be performed within the fill at a frequency of
not less than one test per 2,500 square feet per lift in the building areas, or a minimum of
three (3) tests per lift, whichever is greater.
4. For any footings bearing on a limestone formation, the bottom of all footing excavation shall
be examined by the engineer / geologist or his representative to determine the condition of
the limestone. The limestone shall be probed for voids and loose pockets of sand. Such
areas shall be cleaned to depth of 3 times the greatest horizontal dimension and backfilled
with lean concrete.
5. For footings placed on.structural fill or compacted native granular soils, the bottom of all
.footings shall be tested for compaction and examined by the engineer / geologist or his
representative to determine if the soil is free of organic and/or deleterious material. Density
tests should be performed at a frequency of not less than one (1) density test per each
GF
Proposed One -Story Residence Geotechnical Report
Orange Ave, Fort Pierce, Florida January 4, 2018
GFA Project No. 17-6850.00 Page 8 of 9
isolated column footing and one (1) test per each seventy five (75) lineal feet of wall
footings.
6. The contractor should take into account the final contours and grades as established by the
plan when executing his backfilling and compaction operations.
Using vibratory compaction equipment at this site may disturb adjacent structures. We
recommend that you monitor nearby structures before and during proof -compaction operations.
A representative of GFA International can monitor the vibration disturbance of adjacent
structures. A proposal for vibration monitoring during compaction operations can be supplied
upon request.
3.3 Design of Footings
Footings may be designed using an allowable soil bearing pressure of 2,500 psf. Shallow
foundations should be embedded a minimum of 12'inches below final grade. This embedment
shall be measured from the lowest adjacent grade. Isolated column footings should be at least
24 inches in width and continuous strip footings should have a width of at least 16 inches
regardless of contact pressure.
Once site preparation has been performed in accordance with the recommendations described
in this report, the soil should readily support the proposed structure resting on a shallow
foundation system. Settlements have been projected to be less than 1-inch total and Y2-inch
differential. All footings and columns should be structurally separated from the floor slab, as
they will be loaded differently and at different times, unless a monolithic mat foundation is
designed.
3.4 Ground Floor Slabs
The ground floor slabs may be supported directly on the existing grade or on granular fill
following the foundation site preparation and fill placement procedures outlined in this report.
For purposes of design, a coefficient of subgrade modulus 150 pounds per cubic inch may be
used. The ground floor slab should be structurally separated from all walls and columns to
allow for differential vertical movement unless a monolithic foundation is used.
Excessive moisture vapor transmission through floor slabs -on -grade can result in damage to
floor coverings as well as cause other deleterious affects. An appropriate moisture vapor
retarder should be placed beneath the floor slab to reduce moisture vapor from entering the
building through the slab. The retarder should be installed in general accordance with
applicable ASTM procedures including sealing around pipe penetrations and at the edges of
foundations.
4.0 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 the Proposed One -Story Residence at Orange Ave, Fort
Pierce, Florida. This report has been prepared in accordance with generally accepted local
Proposed One -Story Residence Geotechnica/ Report
Orange Ave, Fort Pierce, Florida January 4, 2018
GFA Project No. 17-6850.00 Page 9 of 9
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 modified or verified in writing by GFA International.
GFA should be provided the opportunity to review the final foundation specifications and review
foundation design drawings, in order to determine whether GFA's recommendations have been
properly interpreted, communicated and implemented. If GFA is not afforded the opportunity to
participate in construction related aspects of foundation installation as recommended in this
report or any report addendum, GFA will accept no responsibility for the interpretation of our
recommendations made in this report or on a report addendum for foundation performance.
5.0 BASIS FOR RECOMMENDATIONS
The analysis and recommendations submitted in this report are based on the data obtained
from the tests performed at the locations indicated on the attached figure in Appendix B. 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 our interpretation of the subsurface conditions at the designated
boring locations on the particular date drilled.
Any third party reliance of our geotechnical report or parts thereof is strictly prohibited without
the expressed written consent of GFA International. The applicable SPT methodology (ASTM
D-1586), CPT methodology (ASTM D-3441), and Auger Boring methodology (ASTM D-1452)
used in performing our borings and sounding, and for determining penetration and cone
resistance is specific to the sampling tools utilized and does not reflect the ease or difficulty to
advance other tools or materials.
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Appendix A - Vicinity Map
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Appendix B - Test Location Plan
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Test Location Plan: Orange Ave, Fort Pierce, FL
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Appendix C - Notes Related to Borings
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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 in the field by offsetting from existing reference marks and using a cloth tape
and survey wheel.
3. The borehole was backfilled to site grade following boring completion, and 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. "Field Test Data" shown on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test
(SPT) and means 11 hammer blows drove the sampler 6 inches. SPT uses a 140-pound hammer falling 30 inches.
7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6-
inch increments.
8. The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those
shown. 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.
9. Relative density for sands/gravels and consistency for silts/clays are described as follows:
SPT
CPT
SANDS/GRAVELS
SPT
CPT
SILTS/CLAYS
BLOWS/FOOT
KG/CM
RELATIVE DENSITY
BLOWS/FOOT
KG/CM
CONSISTENCY
0-4
0-16
Very loose
0-1
0-3
Very soft
5-10
17-40
Loose
2-4
4-6
Soft
11-30
41-120
Medium Dense
5-8
7-12
Firm
31-50
121-200
Dense
9-15
13-25
Stiff
50+
over 200
Very Dense
16-30
25-50
Very stiff
>30
>50
Hard
10. Grain size descriptions are as follows:
NAME
SIZE LIMITS
Boulder
12 Inches or more
Cobbles
3 to 12Inches
Coarse Gravel
% to 3 Inches
Fine Gravel
No. 4 sieve to % inch
Coarse Sand
No. 10 to No. 4 sieve
Medium Sand
No. 40 to No. 10 sieve
Fine Sand
No. 200 to No. 40 sieve
Fines
Smaller than No. 200 sieve
11. Definitions related to adjectives used in soil/rock descriptions:
PROPORTION
ADJECTIVE
APPROXIMATE ROOT DIAMETER
ADJECTIVE
<5%
Trace
Less than 1/32"
Fine roots
5%to 12%
Little
1/32" to''/<"
Small roots
12% to 30%
Some
'/<" to 1"
Medium roots
30% to 50%
And
Greater than 1"
Large roots
Organic Soils: Soils containing vegetable tissue in various stages of decomposition that has a fibrous to amorphous texture,
usually a dark brown to black color, and an organic odor.
Organic Content <25%: Slightly to Highly Organic; 25% to 75%: Muck; >75%: Peat
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Appendix D - Record of Test Borings
GF�
Since 1988
Florida's Leading Engineering Source
AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS
Client: Andrew Berry
Project No: 17-6850.00
Project: Orange Ave
Lab No:
Fort Pierce, FL
Test Date: 12/13/2017
Elevation: Existing Grade
Technician: MCC
TEST LOCATION: AB —1 N27.4465670 W80.4192760
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Brown fine sand, trace silt SP
1
30
2-4
Gray fine sand SP
2
60
4-7
Light brown fine sand SP
3
80+
7-10
Gray fine sand, some clay SC
4
80+
5
80+
6
80+
7
80+
8
70
9
70
10
70
Water table at 6.9 feet below ground surface
TEST LOCATION: AB — 2 N26.231360 W80.267670
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Dark brown fine sand, trace silt SP
1
30
2-5
Brown fine sand SP
2
80+
5-8
Light brown fine sand SP
3
80+
8-9
Brown fine sand, little clay SP-SC)
4
80+
9-10
Light brown fine sand, trace clay SP
5
80+
6
80+
7
70
8
70
9
80+
10
80+
Water table at 9.8 feet below ground surface
Florida's Leading Engineering Source
AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS
Client: Andrew Berry
Project No: 17-6850.00
Project: Orange Ave
Lab No:
Fort Pierce, FL
Test Date: 12/13/2017
Elevation: Existing Grade
Technician: MCC
TEST LOCATION: AB — 3 N27.4467100 W80.4192460
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-3
Brown fine sand, trace silt SP
1
30
3 - 6%
Gray fine sand, trace silt (SP)
2
50
6% - 7%:
Brown fine sand (SP)
3
80+
7% -10
Gray fine sand, some clay (SC)
4
80+
5
80+
6
60
7
70
8
60
9
60
10
80+
Water table at 6.3 feet below ground surface
TEST LOCATION: AB — 4 N27.4466790 W80.418761 °
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-4
Brown fine sand, little silt SP-SM
1
20
4-7
Light brown fine sand SP
2
60
7-10
Gray fine sand, little clay SP-SC
3
80+
4
80+
5
80+
6
70
7
70
8
60
9
80+
10
80+
Water table at 7 feet below ground surface
Appendix E - Discussion of Soil Groups
GFi�
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 percent passing the No. 200 sieve).
The presence of the fines must not noticeably change the strength characteristics
of the coarse -grained friction 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 materials and very fine sand, 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 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 plat 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 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 loose 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 of
50. The soils are primarily organic 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.
GF�
OL and OH GROUPS. The soil in the OL and OH groups are characterized by
the presence of organic odor or color, hence the symbol O. Organic silts and
clays are classified in these groups. The materials have a plasticity range that
corresponds with the ML and MH groups.
HIGHLY ORGANIC SOILS
The highly organic soils are usually very soft and compressible and have
undesirable construction characteristics. Particles of leaves, grasses, branches,
or other fibrous vegetable matter are common components of these soils. They
are not subdivided and are classified into one group with the symbol PT. Peat
humus and swamp soils with a highly organic texture are typical soils of the
group.
GFi�