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Environmental • Geotechnical-- Construction Materials Testing • Threshold and Special Inspections - Plan Review 3 Code Compliance
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Commercial Contracting Division, Inc.
Attention: Ms. April Laraway
709 SE 5 h Street
Stuart, Florida 34994
Site: Proposed Community Center Building at Savanna Club
3492 Crabapple Drive
St. Lucie County, Florida
GFA Project # 14-0097.01
Dear Ms. Laraway:
July 2, 2014
GFA International, Inc. (GFA) has completed the subsurface exploration and geotechnical
engineering evaluation- for the above -referenced project in accordance with- the geotechnical
and engineering service agreement for this project. The scope of services was completed in
accordance with our Geotechnical Engineering Proposal (14-0097.01) dated July 1, 2014,
planned in conjunction with and authorized by you.
EXECUTIVE SUMMARY
The purpose of our subsurface exploration was to classify the nature of the subsurface soils and
general geomorphic conditions and evaluate their impact upon the proposed construction. This
report contains the results of our subsurface exploration at the site and our engineering
interpretations of these, with respect to the project characteristics described to us including
providing recommendations for site preparation and the design of the foundation system.
Based on a site plan prepared by McCarty & Associates latest revision dated 07-24-13
(reproduced in Appendix B - Test Location Plan) and conversations with the client, the project
consists of demolishing and removing portions of an existing building and other structures, and
then constructing a one-story clubhouse building with walls about 18 feet high. The new buiding
will be connected to portions of the remaining structures. 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 70 kips and the maximum wall loading will be 4 kips
per linear foot. GFA estimates that 0 to 1 foot of fill will be required to bring the foundation pad
to design 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.
A total of five (5) Cone Penetrometer Test (CPT) soundings to depths of approximately
seventeen (17) and twenty (20) feet, and five (5) Auger Borings (AB) to approximately five (5)
feet, below ground surface (BGS) were completed for this study.
521 NW Enterprise Drive - Port St. Lucie, Florida 34986 - I
OFFICES
924.3575 - (772) 924.3580
r FLORIDA
Proposed Community Center Building at Savanna Club
3492 Crabapple Drive, St. Lucie County, Florida
GFA Project No. 14-0097.01
Geotechnica/ Report
July 2, 2014
Page 2 of 9
The subsurface soil conditions encountered at this site generally consist of sand (SP) to slightly
silty sand (SP-SM,SM) to the auger boring termination depths of 5 feet. The CPT soundings
generally indicated BGS the soils were loose to a depth of 1 foot, and then medium dense to the
sounding termination depths of 17 and 20 feet. Very dark brown organically stained sand with
some slit (SM) was encountered with the top as shallow as 4 feet and the bottom as deep as 5
feet or more below ground surface was encountered. The CPT values were indicative of sandy
soils below the auger boring termination depths. Please refer to Appendix D - Record of Test
Borings for a detailed account of each boring and sounding.
The subsurface soil conditions at the project site are generally favorable for the support of the
proposed structures on shallow foundations. An allowable bearing capacity of 2,500 psf may be
used for foundation design.
The subgrade soils should be improved wii
constructing the foundation pads. The top 2 f
a minimum of 95% density prior to placing fi'
backfill) should be placed in 12-inch lifts and
After excavation for footings, the subgrade to
be compacted to achieve a minimum 95% den
compaction from the stripped grade prior to
:t below stripped grade should be compacted to
to achieve final grade. Fill (including stemwall
ompacted to achieve a minimum 95% density.
depth of 2 feet below bottom of footings should
We appreciate the opportunity to be of servide to you on this project and look forward to a
continued association. Please do not hesitate to contact us if you have any questions or
comments, or if we may further assist you as your plans proceed.
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GFA I i ,inC. •. '��
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Copies: 2, Addressee
Project Manager
Proposed Community Center Building at Savanna Club Geotechnical Report
3492 Crabapple Drive, St. Lucie County, Florida July 2, 2014
GFA Project No. 14-0097.Of 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 ;-
2.2 Field Exploration...........................................................................................................5
2.3 Laboratory Analysis................................M......................................................................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...............................................................................................................6
3.3 Design of Footings `° ..............8
..................................:....................................................................
3.4 Ground Floor Slabs
.....................................................................8
F
4.0 REPORT LIMITATIONS.......................................................................................................8
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 t
Appendix E - Discussion of Soil Groups
GF�
Proposed Community Center Building at Savanna Club Geotechnical Report
3492 Crabapple Drive, St. Lucie County, Florida July 2, 2014
GFA Project No. 14-0097.01 Page 4 of 9
1.0 INTRODUCTION
1.1 Scope of Services
The objective of our geotechnical 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 McCarty & Associates latest revision dated 07-24-13
(reproduced in Appendix B - Test Location Plan) and conversations with the client, the project
consists of demolishing and removing portions of an existing building and other structures, and
then constructing a one-story clubhouse building with walls about 18 feet high. The new buiding
will be connected to portions of the remaining structures. 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 70 kips and the maximum wall loading will be 4 kips
per linear foot. GFA estimates that 0 to 1 foot of fill will be required to bring the foundation pad
to design 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. The location of the proposed building was occupied by an
existing building and other structures. The grade at the site was estimated to be 2 feet above
the adjacent road at the time of drilling.
GF�
Proposed Community Center Building at Savanna Club Geotechnical Report
3492 Crabapple Drive, St. Lucie County, Florida July 2, 2014
GFA Project No. 14-0097.01 Page 5 of 9
2.2 Field Exploration ,
A total of five (5) Cone Penetrometer Test (CPT) soundings to depths of approximately
seventeen (17) and twenty (20) feet, and five (5) Auger Borings (AB) to approximately five (5)
feet, below ground surface (BGS) were completed for this study. The locations of the soundings
and borings performed are illustrated in Appendix B: "Test Location Plan". The Cone
Penetrometer Test (CPT) methods were used as the investigative tools. CPT tests were
performed in substantial accordance with ASTM Procedure D-3441, "Deep Quasi -Static, Cone
and Friction Cone Penetration Tests of Soils" and the auger borings 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, whichloare shown. The soil boring and sounding 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 and sounding depths were confined to the zone of soil likely to
be stressed by the proposed construction and khowledge 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.
y..
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 location of the proposed building as mapped on the USDA Soil Survey
website consists of Waveland and Immokalee-fine sands (50). These are sandy soils and
organic soils are not indicated. It should be rioted that the Soil Survey generally extends to a
maximum depth of 80 inches (approximately 6%T6et) 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 CPT soundings
indicate the penetration resistance values logged during the test. The classifications and
descriptions shown on the logs are generally based upon visual characterizations of the
recovered soil samples. All soil samples reviewbd'have been depicted and classified in general
accordance with the Unified Soil Classification System, modified as necessary to describe
GF
Proposed Community Center Building at Savanna Club Geotechnical Report
3492 Crabapple Drive, St. Lucie County, Florida July 2, 2014
GFA Project No. 14-0097.01 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 this site generally consist of sand (SP) to slightly
silty sand (SP-SM,SM) to the auger boring termination depths of 5 feet. The CPT soundings
generally indicated BGS the soils were loose to a depth of 1 foot, and then medium dense to the
sounding termination depths of 17 and 20 feet. Very dark brown organically stained sand with
some silt (SM) was encountered with the top as shallow as 4 feet and the bottom as deep as 5
feet or more below ground surface was encountered. The CPT values were indicative of sandy
soils below the auger boring termination depths. Please refer to Appendix D - Record of Test
Borings for a detailed account of each boring and sounding.
2.5 Hydrogeological Conditions
On the dates of our field exploration, the groundwater table was encountered at depths ranging
from approximately 2% to 5 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
ar
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 s4QQil bearing capacity is the soil's ability to support
loads without plunging into the soil profile. Baring 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'h inch differential. Please be aware that differential settlement between existing and new
structures is to be expected. A construction joint between the existing and new structures
should be considered if the addition will be attached to existing structure.
GF
Proposed Community Center Building at Savanna Club Geotechnical Report
3492 Crabapple Drive, St. Lucie County, Florida July 2, 2014
GFA Project No. 14-0097.01 Page 7 of 9
3.2 Site Preparation
GFA recommends the following compaction requirements for this project:
➢ Proof Roll......................................................................95% of a Modified Proctor
➢ Building Pad Fill............................................................95% of a Modified Proctor
➢ Footings........................................................................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 n rcrclear 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 condiilions.
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) fee beyond, the perimeter of the proposed building
footprint (including exterior isolated column}. 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 a andoned 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 ("'roof 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 t'st 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 tofill placement, in lieu of proof rolling.
3. Fill material may then be placed in the bull ng pad as required. The fill material should be
inorganic (classified as SP, SW, GP, GW, S , -SM, SW-SM, GW-GP, GP -GM) containing not
more than 5 percent (by weight) organic rri "terials. 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. Eacl1'lift should be compacted and tested prior to the
placement of the next lift. Density tests shobd be performed within the fill at a frequency of
not less than one test per 2,500 square feat 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 orris 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.
GF�
Proposed Community Center Building at Savanna Club Geotechnical Report
3492 Crabapple Drive, St. Lucie County, Florida July 2, 2014
GFA Project No. 14-0097.01 Page 8 of 9
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
isolated column footing and one (1) test per each seventy five (75) lineal feet of wall
footings. If compaction cannot be attained due to persistent wetness or the water table near
the bottom of the footing excavation, or due to silty/clayey soil 'pumping' during compaction,
GFA recommends undercutting below bottom of footing and replacement with No. 57 stone,
or rock/sand fill for subgrade that cannot be compacted per recommendations (upper 2
feet). The rock/sand fill should be compacted and tamped into the excavation and inspected
and verified by a representative from GFA, and tested with hand cone penetrometers, probe
rods, or density tests.
6. The contractor should take into account the*tinal 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 beifore and during proof -compaction operations.
A representative of GFA International can monitor the vibration disturbance of adjacent
structures. A proposal for vibration monitonng'during compaction operations can be supplied
upon request.
3.3 Design of Footings
Footings may be designed using an allowably soil bearing pressure of 2,500 psf. Shallow
foundations should be embedded a minimum 18 inches below final grade. This embedment
shall be measured from the lowest adjacent g Vie. Isolated column footings should be at least
24 inches in width and continuous strip footinr�ggs should have a width of at least 18 inches
regardless of contact pressure. Footings near trie pool should be extended so that the bottoms
of the footings are below the nearby bottom of the pool.
Once site preparation has been performed in accordance with the recommendations described
in this report, the soil should readily supports the proposed structure resting on a shallow
foundation system. Settlements have been projected to be less than 1-inch total and %z-inch
differential. All footings and columns should ba 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 fiH 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.
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
GF�
Proposed Community Center Building at Savanna Club Geotechnccal Report
3492 Crabapple Drive, St. Lucie County, Florida July 2, 2014
GFA Project No. 14-0097.01 Page 9 of 9
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 Community Center Building at Savanna
Club located at 3492 Crabapple Drive, St. Lucie County, Florida. 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 modified or verified in
writing by GFA International.
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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0 Test Location Plan: Proposed Community Center Building at Savanna Club, 3492 Crabapple Dr., St. Lucie Count FL
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•-Approximate Cone Penetrometer Test (CPT) Sounding & Auger Boring (AB) Locations
Appendix C - Notes Related to Borings
Gf�
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 sandstgravels 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
Vety soft
5-10
17-40
Loose
2-4
4-6
Soft
11-30
41-120
Medium Dense
5-8
7-12
Finn
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 areas follows:
NAME
SIZE LIMIT
Boulder
12 Inches or more
Cobbles
3 to 12 Inches
Coarse Gravel
Y. to 3 Inches
Fine Gravel
No. 4 sieve to Y4 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
1 l . 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
1132" to''/o"
Small roots
12% to 30%
Some
''/a" to V
Medium roots
30% to 50%
And
Greater than I"
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 Hi&ly Organic; 25% to 75%: Muck; >75%: Peat
GFr
�
Appendix* D - Record of Test Borings
6FP
GFA INTERNATIONAL
521 N.W. ENTERPRISE DRIVE, PORT ST. LUCIE, FLORIDA 34986
PHONE: (772) 924-3575 - FAx: (772) 924-3580
L CONE PENETRATION SOUNDING (ASTM D 3441)
Client: Commercial Contracting Division, Inc. Date: 7/1/2014
Project No.: 14-0097.01
Project: Proposed Community Center Building at Savanna Club Lab No.:
3492 Crabapple Drive, St. Lucie County, FL Field Crew: PNI/WN
Rig ID: OshKosh
Location: CPT -1 N27.31587° W80.289170 Page: 1 of 1
Elevation: Existing Grade
Field Data I
4,
FR
I
(mP
7
14
4.7
0.2
10
15
20
13
0.4
25
27
50
2.6
0.6
20
30
40
1.7
0.8
40
45
8o
0.8
1.0
30
35
60
2.2
1.2
70
80
140
1.4
1.4
50
65
100
1.3
1.6
45
55
90
15
1.8
40
50
80
252.0
30
45
60
1.1
2.2
50
55
100
0.7
2.4
40
45
80
1.7
2.6
30
40
60
15
2.8
20
27
40
1.7
3.0
20
25
40
2.6
3.2
20
28
40
1.7
3.4
25
30
50
1.6
3.6
26
32
52
13
3.8
25
30
50
1.8
4.0
25
32
50
1.3
4.2
45
50
90
1.5
4.4
60
70
120
0.6
4.6
85
90
170
0.4
4.8
85
90
170
0.4
5.0
85
90
170
1.6
5.2
80
100
160
1.7
5.4
100
120
200
1.3
5.6
100
120
200
1.0
5.8
85
100
170
1.2
6.0
85
100
170
6.2
y
20
25
30
35
40
Cone Bearing, qc (tsf) Friction Ratio, FR
80 120 160 200 240 280 320 0 2 4 6 8
,P. Wrojecis12014114-0097.01 Savanna Club Cmnnmrity Center (Commercial Contracting Divislon. lnc.)IGeoWppendicesWpp D - CPT-1 Page (20fl)
GFA INTERNATIONAL
521 N.W. ENTERPRISE DRIVE, PORT ST. LuclE, FLOWDA 34986
PHONE: (772) 924-3575 - FAX: (772) 924-3580
CONE PENETRATION SOUNDING (ASTM D 3441) ,
Client: Commercial Contracting Division, Inc. Date: 7/1/2014
Project No.: 14-0097.01
Project: Proposed Community Center Building at Savanna Club Lab No.:
3492 Crabapple Drive, St. Lucie County, FL Field Crew: PM/WN
Rig ID: OshKosh
Location: CPT - 2 N27.316031 W80.289011 Page: 1 of 1
Elevation: Existing Grade
Field Data
q�
(tsf)
FR
Depth
(meters)
p
IP+S
10
20
33
0.2
15
20
30
4.4
0.4
25
35
50
2.6
0.6
80
90
160
1.7
0.8
90
110
180
0.7
1.0
100
110
200
1.0
1.2
75
90
150
13
1.4
35
50
70
2.8
1.6
40
55
80
1.7
1.8
45
55
90
iS
2.0
40
50
80
1.7
2.2
35
45
70
1.9
2.4
35
45
70
1.9
2.6
40
50
80
1.7
2.8
35
45
70
3.2
3.0
30
47
60
2.2
3.2
30
40
60
2.2
3.4
25
35
50
13
3.6
30
35
60
1.1
3.8
30
35
60
2.2
4.0
33
43
66
3.0
4.2
50
65
100
2.0
4.4
65
80
130
2.0
4.6
70
90
140
1.4
4.8
75
90
150
13
5.0
85
100
170
5.2
0
5
10
15
r
w
,p 20
25
30
35
40
Cone Bearing, qc (tsf) Friction Ratio, FR
0 40 80 120 160 200 240 280 320 0 2 4 6 8
PAPro)ects12014114-0097.01 Savanna Club Conaumity Center (Commercial Contracting Division. 1na)1GeoWppendicesWpp D - CPT- I Page (20Ji)
GFA INTERNATIONAL
521 N.W. ENTERPRISE DRIVE, PORT ST. LUCIE, FLORIDA 34986
PHONE: (772) 924-3575 - FAx: (772) 924 3580
I CONE PENETRATION SOUNDING (ASTM D 3441)
Client: Commercial Contracting Division, Inc. Date: 7/1/2014
Project No.: 14-0097.01
Project: Proposed Community Center Building at Savanna Club Lab No.:
3492 Crabapple Drive, St. Lucie County, FL Field Crew: PNI/WN
Rig ID: OshKosh
Location: CPT - 3 N27.31617° W80.288791 Page: 1 of 1
Elevation: Existing Grade
Field Data
I '
(tsfl
FR
Depth
(meters)
P
P+S
4
8
83
10
15
20
6.6
40
50
80
33
90
110
180
1.5
110
130
220
1.2
130
150
260
0.5
80
90
160
1.2
60
75
120
1.1
80
90
160
0.8
35
45
70
0.9
30
35
60
1.1
40
45
80
1.7
45
55
90
1.5
50
60
100
2.0
40
55
80
1.7
30
40
60
2.2
20
30
40
1.7
20
25
40
1.7
20
25
40
1.7
25
30
50
13
25
30
50
2.6
40
50
80
2.5
55
70
110
1.8
65
80
130
iS
70
85
140
1.4
75
90
150
13
65
80
130
IS
70
85
140
0.5
85
90
170
OA
55
60
110
1.2
80
90
160
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.0
3.2
3A
3.6
3.8
4.0
4.2
4.4
4.6
4.8
5.0
5.2
5.4
5.6
51
6.0
6.2
0
5
10
15
,p 20
25
30
35
40
Cone Bearing, qc (tsf) Friction Ratio, FR
0 40 80 120 160 200 240 280 320 0 2 4 6 8
P9Projectsl_7014114-0097.01 Savanna Club Community Center (Conmtercial Conlracling Division, btc.)IGeoWppendicesL4pp D - CPT- I Page (20ft)
GFA INTERNATIONAL
521 N.W. ENTERPRISE DRIVE, PORT ST. LUCIE, FLORIDA 34986
PHONE: (772) 924-3575 - FAx: (772)_924 3580
L
CONE PENETRATION SOUNDING
(ASTM D 3441)
Client:
Commercial Contracting Division, Inc.
Date:
7/1/2014
Project No.:
14-0097.01
Project:
Proposed Community Center Building at Savanna Club
Lab No.:
3492 Crabapple Drive, St. Lucie County, FL
Field Crew:
PM/WN
Rig ID:
OshKosh
Location:
CPT - 4 N27.316250 W80.288940
Page:
1 of 1
Elevation:
Existing Grade
Field Data
1 q�
(tst)
FR
Depth
(meters)
P I P+S
4
8
83
0.2
10
15
20
33
0.4
45
50
90
1.5
0.6
60
70
120
1.1
0.9
80
90
160
0.8
1.0
80
90
160
1.7
1.2
65
85
130
2.0
1.4
50
70
100
2.0
1.6
35
50
70
1.9
1.8
35
45
70
2.8
2.0
35
50
70
2.8
2.2
55
70
110
1.2
2.4
60
70
120
1.7
2.6
30
45
60
2.2
2.8
25
35
50
13
3.0
20
25
40
1.7
3.2
15
20
30
2.2
3.4
15
20
30
2.2
3.6
20
25
40
1.7
3.8
25
30
50
13
4.0
25
30
50
2.6
4.2
30
40
60
33
4.4
40
55
80
2.5
4.6
60
75
120
1.7
4.8
60
75
120
2.2
5.0
70
90
140
5.2
Cone Bearing, qc (tsf) Friction Ratio, FR
0 40 80 120 160 200 240 280 320 0 2 4 6 8
0 l l , . l , . . 1 _ , _ 1 , . i
K
15
25
30
35
40
PAProjecIA2014114-0097.01 Savanaa Chr6 Community Center (Commercial Contracting Division, lnc.) I GeoW ppendicesL4pp D -CPT -I Page (20jt)
� , 1
GFA INTERNATIONAL
521 N.W. ENTERPRISE DRIVE, PORT ST. LUCIE, FLORIDA 34986
PHONE: (772) 924-3575 - FAx: (772) 924-3580
CONE PENETRATION SOUNDING (ASTM D 3441) I
Client: Commercial Contracting Division, Inc.. Date: 7/1/2014
Project No.: 14-0097.01
Project: Proposed Community Center Building at Savanna Club Lab No.:
3492 Crabapple Drive, St. Lucie County, FL Field Crew: PM/WN
Rig ID: OshKosh
Location: CPT - 5 N27.316201 W80.289161 Page: 1 of 1
Elevation: Existing Grade
Field Data
1 q�
(tst)
FR
Depth
(meters)
P I P+S
9
18
3.7
0.2
10
15
20
3.3
0.4
25
30
50
2.6
0.6
50
60
100
1.3
0.8
80
90
160
0.8
1.0
90
100
180
1.1
1.2
70
85
140
1.4
1.4
50
65
100
1.3
1.6
30
40
60
2.2
1.8
27
37
54
2.4
2.0
50
60
100
1.3
2.2
55
65
110
1.8
2.4
45
60
90
2.2
2.6
40
55
80
1.7
2.8
40
5o
80
1.7
3.0
1
35
45
70
1.5
3.2
22
30
44
2.1
3.4
22
29
44
1.5
3.6
25
30
50
1.8
3.8
27
34
54
1.2
4.0
30
35
60
3.3
4.2
45
60
90
2.9
4A
65
85
130
0.5
4.6
15
85
90
170
0.8
4.8
90
100
180
0.7
5.0
90
100
180
5.2
y
w
v
L� 20
a+
G.
A
25
30
35
40
Cone Bearing, qc (tsf) Friction Ratio, FR
0 40 80 120 160 200 240 .280 320 0 2 4 6 8
P.Wrojects12014114-0097.01 Savanna C ib Conimmiity Center (Commercial Contracting Division, hic.)IGeoUppendicesUpp D - CPT- I Page (20fi)
I
Since 1988 - A
FRNATIO�
p to da's Leading Enghveer/rag Source
AUGER BORING LOGS (ASTM D-1452)-
Client: Commercial Contracting Division, Inc. Project No: 14-0097.01
Project: Proposed Community Center Building at Savanna Club Lab No:
3492 Crabapple Drive, St. Lucie County, FL Test Date: 7/1/2014
Elevation: Existing Grade Technician: PM/WM
TEST LOCATION: AB@
CPT-1
Depth feet
Description color, texture, consistency, remarks
0-1
Brown fine sand SP
1-2
Gray fine sand SP
2-3
Light gray fine sand SP
3-4
Gray fine sand SP
4-5
Dark brown organically stained fine sand, some silt (hardpan) SM
Water table at 5 feet below ground surface
TEST LOCATION: AB
CPT-2
Depth feet
Description color, texture, consistency, remarks
0-2
Brown fine sand, little silt SPSM
2-3
Light gray fine sand SP
3-4
Gray fine sand SP
4-5
Dark brown organically stained fine sand, some silt (hardpan) SM
Water table at 4 feet below ground surface
TEST LOCATION: AB
CPT-3
Depth feet
Description color, texture, consistency, remarks
0-3
Brown fine sand, little silt SP-SM
3-4
Light gray fine sand SP
4-5
Dark brown organically stained fine sand, some silt (hardpan) SM
Water table at 3'/ feet below ground surface
Since 1988
Florida's Leadir)g TEng1heefrr:g Source
I AUGER BORING LOGS (ASTM D-1452) I
Client: Commercial Contracting Division, Inc. Project No:
Project: Proposed Community Center Building at Savanna Club Lab No:
3492 Crabapple Drive, St. Lucie County, FL Test Date:
Elevation: Existing Grade Technician:
14-0097.01
7/1/2014
PMMM
TEST LOCATION: AB@
CPT-4
Depth feet
Description color, texture, consistency, remarks
0-3
Brown fine sand SP
3-4
Light gray fine sand SP
4-5
Dark brown organically stained fine sand, some silt (hardpan) SM
Water table at 2Y2 feet below ground surface
TEST LOCATION: AB@
CPT-5
Depth feet
Description color, texture, consistency, remarks
0-3
Brown fine sand SP
3-4
Light gray fine sand SP
4-5
Dark brown organically stained fine sand, some silt (hardpan) SM
Water table at 3'/ 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.
crp
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.
Gf�