HomeMy WebLinkAboutReport of Geotechnical ExplorationGFA INTERNATIONAL
FLORIDA'S LEADING ENGINEERING SOURCE
Report of Geotechnical Exploration
Hinkle Residence
246 Bimini Drive
Fort Pierce, Florida
FEB 14 2019
October 15, 2018
LittingDep8rtment
GFA Project No. 18-9005.00Lucie County,=L
For: ,Don Hinkle Construction, Inc.
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Florida's Leading Engineering Source
Environmental • Geotechnical • Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance
October 15, 2018
Don Hinkle Construction, Inc.
Attn: Mr. Don Hinkle
219 Hunt Drive
Fort Pierce, Florida 34946
Subject: Report of Geotechnical Exploration
Hinkle Residence!
246 Bimini Drive, Fort Pierce, Florida
GFA Project No. 1�8-9005.00
Dear Mr. Hinkle:
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 (18-9005.00), 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 at the site and evaluate their impact upon the proposed
construction. This report contains the results of our subsurface exploration 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 conversations with Mr. Don Hinkle, we understand the project consists of constructing
a new 2-story residence. We have not received specific design details or structural loading
information. For the foundation recommendations presented in this report we assumed the
maximum column load will be 75 kips and the maximum wall loading will be 4 kips per linear
foot.
A topographic map of the property has not been provided. Based on the assumption that the
proposed residence will have a grade approximately equal to nearby residences, the site will
require between 1 and 2 feet of fill.
The recommendations provided herein are based upon the above considerations. If the stated
conditions are incorrect or if project description is revised, please inform GFA so that we may
review our recommendations with respect to any modifications.
The subsurface soil conditions encountered in the borings generally consisted of loose to dense
fine sand (SP), fine sand with silt (SP-SM), fine sand with clay (SP-SC), silty fine sand (SM),
and cemented sand (GP) to the boring termination depths of approximately 40 feet below the
607 NW Commodity Cove • Port St. Lucie, Florida 34986 • (772) 924.3575 • (772) 924.3580 (fax) • www.teamgfa.com
OFFICES THROUGHOUT FLORIDA
Hinkle Residence
246 Bimini Drive, Fort Pierce, Florida
GFA Project No. 18-9005.00
Geotechnica/ Exploration Report
October 15, 2018
Page 2 of 10
existing ground surface. As an exception, a layer of loose organic silt (PT) was encountered in
boring SPT-1 between a depth of approximately 9 and 10.5 feet below the ground surface.
Please refer to Appendix D - Record of Test Borings for a detailed account of the borings.
Due to the presence of compressible soils within the proposed building footprint, GFA
recommends the proposed, residence be supported by a deep foundation system consisting of
augered cast -in -place (ACIP) piles. It is recommended that ground level floor slabs be designed
as structural slabs and also be (pile supported.
Based on our analysis, GFA estimates that a 14-inch-diameter augered cast -in -place (ACIP)
pile installed to a depth of 25 feet below existing grade can provide a maximum allowable axial
compressive capacity of 35 kips and a maximum tension capacity of 10 kips. We note that the
above referenced pile installation length is based on installing the piles at the current site grade.
Piles will be longer or shorter according to the depth of fill added or elevation adjustments.
We appreciate the opportunity to be of service 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.
Respectfully Submitted,
GFA International, Inc.
Florida Certificate of Authorization No. 4930
1 Digitally signed
John
/4by John 'Kent
Ken} , ,'� t-� 018.10.15
�,� 15:34.19 04'00'
This item has been digitally signed and sealed by John Kent, P.E. 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.
John Kent, P.E. Craig Van Collie, E.I.
Senior Project Engineer Project Manager
Florida Registration No. 63218
Distribution: Mr. Don Hinkle -I, Don Hinkle Construction, Inc.
1 pdf
GF
Hinkle Residence
246 Bimini Drive, Fort Pierce, Florida
GFA Project No. 18-9005.00
TABLE OF CONTENTS
Geotechnical Exploration Report
October 15, 2018
Page 3 of 10
1.0 INTRODUCTION..............:.................................................................................................. 4
1.1 Scope of Services........................................................................................................... 4
1.2 Project Description.......................................................................................................... 4
2.0 OBSERVATIONS................................................................................................................4
2.1 Site Description............................................................................................................... 4
2.2 Field Exploration............................................................................................................. 5
2.3 Visual Classification........................................................................................................ 5
2.4 Geomorphic Conditions................................................................................................... 5
2.5 Hydrogeological Conditions............................................................................................. 6
3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS .............................................. 6
3.1 General...........................................................................................................................6
3.2 Foundation Recommendations........................................................................................ 6
3.3 Pile Installation................................................................................................................ 8
3.4 General Site Preparation................................................................................................. 8
3.5 Vibration Monitoring........................................................................................................ 9
4.0 REPORT LIMITATIONS...................................................................................................... 9
5.0 BASIS FOR RECOMMENDATIONS..................................................................................10
Appendix A - Vicinity Map
Appendix B - Test Location Plan
Appendix C - Notes Related to Borings
Appendix D - Record of Test Borings
Appendix E - Pile Design Curves
Appendix F - Discussion of Soil Groups
GF
Hinkle Residence
246 Bimini Drive, Fort Pierce, Florida
GFA Project No. 18-9005.00
1.0 INTRODUCTION
1.1 Scope of Services
Geotechnical Exploration Report
October 15, 2018
Page 4 of 10
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 are provided
within this report:
Prepare boring logs depicting the subsurface soil conditions encountered during our field
exploration.
2. Review the soil samples obtained during our field exploration for classification and additional
testing if necessary.
3. Evaluate the existing soil ,conditions found during our exploration with respect to foundation
support for the proposed structure.
4. Provide recommendations with respect to ACIP pile foundation support of the structure,
including allowable capacities, bearing elevations, and foundation design parameters.
5. Provide site preparation procedures for the proposed construction.
1.2 Project Description
Based on conversations with Mr. Don Hinkle, we understand the project consists of constructing
a new 2-story residence. We have not received specific design details or structural loading
information. For the foundation recommendations presented in this report we assumed the
maximum column load will be 75 kips and the maximum wall loading will be 4 kips per linear
foot.
A topographic map of the property has not been provided. Based on the assumption that the
proposed residence will have a grade approximately equal to nearby residences, the site will
require between 1 and 2 feet of fill.
The recommendations provided herein are based upon the above considerations. If the stated
conditions are incorrect or if project description is revised, please inform GFA so that we may
review our recommendations with respect to any modifications.
2.0 OBSERVATIONS
2.1 Site Description
The project site was generally flat, and the grade was approximately even with the adjacent
roadway. A finger canal of the Intracoastal Waterway (Indian River) bordered the north side of
the property. Residential properties were located adjacent to the site.
GF
Hinkle Residence
246 Bimini Drive, Fort Pierce, Florida
GFA Project No.. 18-9005. 00,
2.2 Field Exploration
Geotechnccal Exploration Report
October 15, 2018
Page 5 of 10
Two (2) standard penetration test (SPT) borings were completed for this study. The depths of
the soil borings were approximately 40 feet below the existing ground surface. The locations of
the borings are illustrated in Appendix B - Test Location Plan.
The Standard Penetration Test (SPT) method was used as the investigative tool within the
borings. The SPT tests were performed in substantial accordance with ASTM D 1586,
"Penetration Test and Split -Barrel Sampling of Soils." The SPT test procedure consists of
driving a 1.4-inch I.D. split -barrel sampler into the soil profile using a 140-pound hammer falling
30 inches. The number of blows per foot, for the second and third 6-inch increment, is referred
to as the N-value. The N-value has been empirically correlated with various soil properties and
provides an indication of soil strength.
The soil samples recovered from the borings were visually classified and their stratification is
illustrated on the boring logs in Appendix D. It should be noted that soil conditions may vary
between the strata interfaces indicated on the logs. The soil boring data reflect information from
the specific test locations only. The boring depths were based upon our knowledge of vicinity
soils and confined to the zone of soil likelIy to be influenced by the proposed construction.
Site specific survey staking of the borings was not provided for our field exploration. The
indicated depth and location of each boring was approximated based upon existing grade and
estimated distances and relationships to existing site features.
2.3 Visual Classification
Soil samples recovered from our field exploration were returned to our laboratory where they
were visually classified by a geotechnical engineer in general accordance with the Unified Soil
Classification System (ASTM D 2487). After reviewing the soil samples, no laboratory testing
was deemed necessary. Samples of the soils recovered from our field exploration will be held
in our laboratory for 30 days and then discarded unless we are notified otherwise in writing.
The recovered samples were not evaluated, 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 Lawnwood and
Myakka sands (21). 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 below ground
surface and is not indicative of deeper soil conditions.
The boring logs resulting from our field exploration are presented in Appendix D - Record of
Test Borings. The logs contain the soil descriptions and the penetration resistance (N-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 using
the Unified Soil Classification System, modified as necessary to describe typical Florida
GFi
�
Hinkle Residence Geotechnccal Exploration Report
246 Bimini Drive, Fort Pierce, Florida October 15, 2018
GFA Project No. 18-9005.00 Page 6 of 10
conditions. See Appendix F - Discussion of Soil Groups, for a detailed description of various
soil groups.
The subsurface soil conditions encountered in the borings generally consisted of loose to dense
fine sand (SP), fine sand with silt (SP-SM), fine sand with clay (SP-SC), silty fine sand (SM),
and cemented sand (GP) to the boring termination depths of approximately 40 feet below the
existing ground surface. As an exception, a layer of loose organic silt (PT) was encountered in
boring SPT-1 between a depth of approximately 9 and 10.5 feet below the ground surface.
2.5 Hydrogeological Conditions
On the date of our field exploration, the groundwater table was encountered at depths of
approximately 5.4 and 5.8 feet below the existing ground surface. The groundwater table will
fluctuate seasonally depending upon local rainfall and other site specific and/or local influences
including the water levels in the nearby Intracoastal Waterway (Indian River) and Atlantic Ocean
with tidal influences. Brief ponding of stormwater may occur across the site after heavy or
extended rainfall events.
No additional evaluation 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
Our geotechnical engineering .evaluation of the site and subsurface conditions at the property,
with respect to the planned construction, and our recommendations for site preparation and
foundation support, are based upon (1) our site observations, (2) the field data obtained, and (3)
our understanding of the project information and structural conditions as presented in this
report. If the stated conditions are incorrect, or if the project description is revised, please
inform GFA so that we may review our recommendations with respect to any modifications.
We note that the applicability of geotechnical recommendations is very dependent upon project
characteristics, specifically (1) improvement locations, (2) grade alterations, (3) and actual
applied structural loads. For that reason, GFA must be provided with and review the preliminary
and final site and grading plans, and structural design loads to validate all recommendations
provided in this report. Without performing this review, our recommendations should not be
relied upon for final design or construction of any site improvements.
3.2 Foundation Recommendations
The organic silt soils (PT) encountered at the site will likely cause excessive settlement and
poor foundation performance if shallow foundations are used for support of the structure.
Excavation of the organic soils (demucking) and replacement with controlled, compacted sandy
soils was considered. However, due to the depth of these soils, the presence of the
GF
Hinkle Residence Geotechnical Exploration Report
246 Bimini Drive, Fort Pierce, Florida October 15, 2018
GFA Project No. 18-9005.00 Page 7 of 10
groundwater table, and the location of the adjacent residential structures, it was determined that
the excavation and backfiilling operations likely could not be accomplished safely.
Considering the above, GFA, recommends that an augered cast -in -place (ACIP) pile deep
foundation system be used to support the proposed residence. It is recommended that ground
level floor slabs be designed as structural slabs and also be pile supported. ACIP pile design
should be in accordance with the applicable sections of the 2017 Florida Building Code, Sixth
Edition, the latest edition of the Deep Foundations Institute's Augered Cast -In -Place Piles
Manual, and other applicable federal, state, and local requirements.
The results of our ACIP pile capacity evaluations are summarized in the table below. The lateral
capacity and pile top deflection were calculated using the commercially available ALLPILE 7.0
software.
ACIP
Pile Recommendations for Pile Supported Structures
Nominal
Maximum
Pile
Pile
Pile Top
Recommended
Pile
Allowable Pile
Allowable
Grout
Diameter
Elevation
Pile Tip
Length
Compression
Tension
Pile Lateral
Strength
in)
(NGVD)
Elevation
ft
Capacity*
Ca aci
Capacity"(psi)
8 Kips
14
Unknown
Unknown
25
35 Kips
p
10 Kips
p
(Free Head)
22.5 Kips
5,000
Fixed Head
* Pile Capacity Graphs shown in Appendix E.
*" For calculated pile top deflection of'/ inches at ground surface/top of pile elevation.
The pile design curves resulting from our analysis are presented in Appendix E. If piles having
either lesser or greater capacities are required other than those presented in the above table,
GFA would be pleased to provide further recommendations upon request.
The ACIP piles must be installed at least 3 feet into dense sand/cemented sand strata.
Therefore, lengths greater than 25 feet may be required. The 25 feet pile length is based
on installing the piles at site grade (i.e., grade approximately even with the adjacent
roadway) existing at time of drilling. If additional fill will be required to raise the site to
achieve design grade, the piles will be longer according to the depth of fill added.
The following notes are also applicable to the ACIP pile design:
GFA assumed that the piles will have a minimum of 1 percent steel reinforcement for the
analysis. ACIP piles should be reinforced over their entire length for tension capacity.
The reinforcement should be as designed by the project Structural Engineer.
2. Structural stresses in the piles may impose a more severe limitation on the design
capacity. Therefore, we recommend the allowable stresses be verified for the selected
pile section by the project Structural Engineer.
3. The pile reinforcement should be sufficiently embedded in the pile cap to afford a fixed
end connection, as required.
GF
Hinkle Residence
246 Bimini Drive, Fort Pierce, Florida
GFA Project No. 18-9005.00
3.3 Pile Installation
Geotechnica/ Exploration Report
October 15, 2018
Page 8 of 10
Pile design and installation should be in accordance with the applicable sections of the 2017
Florida Building Code, Sixth Edition and other applicable federal, state, and local requirements.
In addition, piles should be installed in accordance with the following:
Pile Length - The proposed piles should be installed as determined by the inspecting
Geotechnical Engineer.
2. Spacinq - Piles installed in groups should be spaced at a center -to -center distance of not
less than 3 pile diameters.
3. Plan Location - The center of the top of any pile at cut-off should be displaced laterally
no more than 3 inches from the position shown on the plans. This applies to both single
piles and piles installed in groups.
4. Vertical Aliqnment - The vertical alignment of the piles should not deviate from the plumb
by more than 1/4 inch per foot of length.
5. Reinforcing Cage Positioning - The top of the reinforcing cages installed in the piles
should not be more than 6 inches above and no more than 3 inches below the positions
shown in the plans. The reinforcing cages should be positioned concentrically within the
grouted pile shaft. The grout cover over longitudinal reinforcing bars should not be less
than 3 inches. Reinforcing centralizers shall be placed at maximum spacing of 15 feet at
the lower portion of the pile and at 5 feet from the top of the cage.
6. Adjacent Piles - A minimum elapsed time of 12 hours should be specified for the
installation of piles located within 5 feet, center -to -center, of each other.
7. Grout Factor - The minimum acceptable grout factor (i.e. actual grout volume divided by
theoretical grout volume) should be 1.1.
3.4 General Site Preparation
Initial site preparation should consist of performing stripping (removing surface vegetation, near
surface roots, and other deleterious matter) and clearing operations. This should be performed
within, and to a distance of five (5) feet beyond, the perimeter of the proposed construction.
Foundations and any below grade remains of other structures that are within the footprint of the
new construction should also be removed. Similarly, utility lines should be removed or properly
abandoned so that they will not affect new overlying structures.
The stripped areas should be proof rolled and compacted until the upper 2 feet of soil achieve a
density of at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557). We
recommend using a steel drum vibratory roller with sufficient static weight and vibratory impact
energy to achieve the required compaction. Due to the presence of the existing structures
adjacent to the property, GFA irecommends that the roller operate in the static mode. 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.
GF
Hinkle Residence Geoeechnccal Exploration Report
246 Bimini Drive, Fort Pierce, Florida October 15, 2018
GFA Project No. 18-9005.00 Page 9 of 10
Fill material required for the project 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 having silt/clay-size soil fines contents of more than 12 percent should not
be used. Each lift of fill 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 area, or a minimum of three (3) tests per lift, whichever
is greater.
Following installation of the ACIP piles and construction of the pile caps and/or grade beams,
the areas next to the pile caps and grade beams will require backfilling. The backfill should be
placed in 6- to 8-inch thick loose lifts and compacted to at least 95 percent of the modified
Proctor maximum dry density (ASTM D 1557). Portable equipment, such as vibratory sleds,
jumping jacks, or walk -behind rollers, should be used to compact the fill next to pile caps and
grade beams.
3.5 Vibration Monitoring
The proposed construction will be within proximity to nearby residential structures and roadways
that could be susceptible to damage from vibrations generated at the site. We recommend that
these structures and other bordering landmarks be monitored using a seismograph to determine
the extent of vibration absorption they are experiencing during all aspects of construction. The
seismograph used for monitoring at the site should have the capability to measure ground
velocities along vertical, transverse, and longitudinal axes. The project Structural Engineer
should establish allowable ground velocities that the bordering facilities can safely withstand
without incurring damage.
4.0 REPORT LIMITATIONS
This consulting report has been prepared for the exclusive use of Don Hinkle Construction, Inc.
and members of the design team for the proposed residence located at 246 Bimini Drive in Fort
Pierce, 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 construction. If variations then appear evident, it may be necessary to
reevaluate the information and professional opinions provided in this report. In the event
changes are made in the nature, design, or location of the proposed residence, the evaluation
and opinions contained in this report should not be considered valid unless the changes are
reviewed, and conclusions, modified or verified in writing by GFA.
GFA should be provided the opportunity to review the final foundation plans and specifications
to determine if 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
cannot accept responsibility for the interpretation of our recommendations made in this report or
in a report addendum for foundation performance.
Hinkle Residence
246 Bimini Drive, Fort Pierce, Florida
GFA Project No. 18-9005.00
Geotechnical Exploration Report
October 15, 2018
Page 10 of 10
6.0 BASIS FOR RECOMMENDATIONS
The analysis and recommendations submitted in this report are based on the data obtained
from the borings performed at the locations indicated on the Test Location Plan in Appendix B.
This report does not reflect any variations which may occur between the borings. While the
borings are representative of the subsurface conditions at their locations and 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 boring logs is approximate and
the descriptions represent our interpretation of the subsurface conditions at the designated
boring locations on the specific date drilled.
Any third -party reliance of our geotechnical report or parts thereof is strictly prohibited without
the expressed written consent of GFA International, Inc. The applicable SPT methodology
(ASTM D 1586) used in performing our borings and for determining penetration resistance is
specific to the sampling tools utilized and does not reflect the ease or difficulty to advance other
tools or materials.
GFi
�
Appendix A - Vicinity Map
60
Appendix B - Test Location Plan
60
I
Appendix C - Notes Related to Borings
GF�
NOTES RELATED TO BORING RECORDS AND
GENERALIZED SUBSURFACE PROFILES
1. Groundwater levels (if encountered) were recorded either during or following the boring completion on
the date indicated. Fluctuations in groundwater levels are common - see the report text for a discussion.
2. The boring locations were identified in the field by estimated distances and offsets from existing reference
marks and/or other site landmarks.
3. The completed boreholes were backfilled to adjacent site grade using drilling spoils and patched with
asphalt cold mix in pavement areas.
4. The Log of Boring records represent our interpretation of soil conditions based on visual classification of
the soil samples recovered from the borings.
5. The Log of Boring records are subject to the limitations, conclusions, and recommendations presented in
the report text.
6. The Standard Penetration Test (SPT) N-values contained on the Log of Boring records refer to the total
blow counts of a 140-pound drop hammer falling 30 inches required to drive a split -barrel sampler a total
distance of 12 inches into soil strata at specific depth intervals.
7. The Hand Cone Penetrometer (HCP) values contained on Log of Boring records and the Cone
Penetration Test (CPT) values contained on the Cone Penetration Sounding logs refer to the cone tip
resistance recorded when pushing the cone tip into the soil strata at specific depth intervals.
8. The soil and/or rock strata interfaces shown on the Log of Boring records are approximate and may vary
from those shown on the logs. The soil and/or rock descriptions shown on the Log of Boring records refer
to conditions at the specific location tested. Soil/rock conditions may vary between test locations.
9. Relative density for coarse -grained soils (sands/gravels) and consistency for fine-grained soils (silts/clays)
are described as follows:
Coarse Grained Soils
(Sands and Gravels)
Fine Grained Soils
(Silts and
Clays)
SPT
N-Value
HCP Value
(kg/cm2)
CPT Value
(tsf)
Relative
Density
SPT
N-Value
HCP Value
(kg/cm2)
CPT Value
(tsf)
Consistency
0-4
0-16
0-20
Very Loose
0-2
0-20
0-3
Very Soft
5-10
17-36
21-40
Loose
3-4
21-35
4-6
Soft
11-30
37-116
41-120
Med. Dense
5-8
>35
7-12
Firm
31-50
117-196
121-200
Dense
9-15
13-25
Stiff
>50
> 196
>200
Very Dense
16-30
26-50
VeryStiff
>30
1
1 >50
1 Hard
10. Grain size descriptions areas follows:
Description
Particle Size Limits
Boulder
Greater than 12 inches
Cobble
3 to 12 inches
Coarse Gravel
3/4 to 3 inches
Fine Gravel
No. 4 sieve to 3/4 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(Silt/Clay)
Smaller than No. 200 sieve
11. Definitions for modifiers used in soil/rock descriptions:
Proportion
Modifier
Approximate Root Diameter
Modifier
<5%
Trace
Less than /32"
Fine roots
5% to 12%
Little
1/32" to 1/4"
Small roots
12% to 30%
Some
1/4" to 1"
Medium roots
30% to 50%
And
Greater than 1"
Large roots
Organic Soils: Soils containing vegetative tissue in various stages of decomposition having a fibrous to amorphous
texture. Usually having a dark brown to black color and an organic odor.
Organic Content Modifiers: <25%: Slightly to Highly Organic; 25% to 75%: Muck; >75%: Peat
GFi�
Appendix D - Record of Test Borings
GF
LOG OF BORING SPT-1
GFA International PAGE 1 OF 1
'�FNNAT1�NPv
CLIENT Don Hinkle PROJECT NAME Hinkle Residence
PROJECT NUMBER 18-9005.00 PROJECT LOCATION 243 Bimini Dr., Fort Pierce
DRILLING CONTRACTOR GFA International Inc. HOLE DEPTH 40 ft HOLE DIAMETER
DRILLER LB/SH/PM/LB DATE STARTED 9/26/18 COMPLETED 9/27/18
DRILL RIG CME-45 GROUND WATER LEVEL: �-ZAT TIME OF DRILLING 5.40 ft
METHOD SPT LATITUDE 27.7866 LONGITUDE-80.30211
NOTE: HAMMER TYPE
W
o
A SPT N VALUE A
p
U_
o W
�m
}
W
�
U
20 40 60 80
PL MC LL
a
W"
¢
O
O
J
MATERIAL,DESCRIPTION
W
w
�z
O
>
�z
zz
W
W
O
a�
z
O
m0
U
z
Oz
�z
20 41 0.60�80
FINES CONTENT (%) ❑
<
W
20
O O❑
20 40 60 80
Dark brown organically stained fine sand with silt (SP-SM)
8
.
8
12
20
2.5
7
Brown fine sand, trace shell (SP)
2
-
10
18
10
5
SZ
-
3
s
11
4
15
8.0
4
16
is
31
22,
12
9 o Gray fine sand (SP)
5
10
23
Dark brown organic silt (PT)
10
r,
10.5
10
J
Gray me sand, traces e
y (SP)
6
2
4
_.
2
2
7
1
3
4
7
15
18.5
Gray fine sand with shell fragments (SP)
8
20
12
20-12
24
24
25
•,'
9
25
z5
50
•
28.5
..
Gray fine sand (SP)
10
5
30
5
10
:."
33.5
Gray fine sand with clay and few shell fragments (SP-SC)
11
2
35
e
8
38.5
:. .; ..
'
Dark gray fine sand with few shell fragments (SP)
12
8
40.0
22
Bottom of borehole at 40.0 feet.
LOG OF BORING SPT-2
GFA International PAGE 1 OF 1
''eANAT►�aPv
CLIENT Don Hinkle PROJECT NAME Hinkle Residence
PROJECT NUMBER 18-9005.00 PROJECT LOCATION 243 Bimini Dr., Fort Pierce
DRILLING CONTRACTOR GFA International Inc. HOLE DEPTH 40 ft HOLE DIAMETER
DRILLER PM/MB DATE STARTED 9/27/18 COMPLETED 9/27/18
DRILL RIG CME-45 GROUND WATER LEVEL: VLAT TIME OF DRILLING 5.80 ft
METHOD SPT LATITUDE 27.48674 LONGITUDE-80.30201
NOTE: HAMMER TYPE
w
o
0
0
A SPT N VALUE A
U
>
w
w'��-
U'-\-
20 40 60 80
Lu
_p
Q
=O
° O
MATERIAL DESCRIPTION
W m
w
�z
O
�z
Zz
¢
PL MC LL
'
O
W
C7
°
z
O
m0
U
z
Oz
�z
20 40�80
❑ FINES CONTENT (%) ❑
<
�
2 0
0 0
20 40 60 80
Brown fine sand, few shell fragments (SP)
1
1
5
11
2.0
5
2
4
8
3
4
5
v
3
4
6
-
F
4
Gray fine sand, trace shell (SP)
11 s
1410
17
7
18
10
11
13.5
Gray silty fine sand (SM)
g
3
15
4
7
18.5
Gray fine sand (SP)
7
30
32
2021
32
64
° Q
Light gray cemented sand (GP)
g
25
25
o p
1s
43
O
o D
Q
e
30
oOD
9
11
16
o Q°
o D
33.5
Gray fine sand, trace cemented sand (SP)
10
4
12
26
38
35
14
40.0
11
13
12
25
Bottom of borehole at 40.0 feet.
Appendix E — Pile Design Curves
60
ALL -PILE cI1lITeci sole wimchlaclim Mettedb
ALLOWABLE CAPACITY vs FOUNDATION DEPTH
so 60 1111 lilt III] lilt lilt fill lilt III I lilt III
54 54
48 48
yy 42 42
T -Y
c
36 36
_T
6 a
M
Q 30 a 30
c r�
G
N 24 24
a '
E
0
18 18
12 12
6 7z 6
111111 lilt lilt III
0 lilt lilt lilt lilt lilt lilt lilt0
0 4 8 12 18 20 24 28 32 36 40 0 4 8 12 16 20 24 28 32 36 40
Foundation Depth, L. -ft Foundation Depth, L •ft
CIV11Tech
Software Figure 1
Lateral Capacity with a Free Head Condition
ALL -PILE CYIIrecl Sm%mre m.Ww¢d1mC1mm L"isedb
PILE DEFLECTION vs LOADING
Single Pile, Khead=1, Kbc=1
Depth (Zp) DEFLECTION, yt -in
from
Pile Top-ft -1.00 - 0 +1.00
0
5
Lateral
No. Load
(kip)
1 1.0
1.0
10.0
0.0
0.00
3.5
2 3.0
3.0
10.0
0.1
0.00
11.0
3 5.0
5.0
10.0
0.3
0.00
20.4
4 7.0
7.0
10.0
0.4
-0.01
30.8
5 8.0
8.0
10.0
0.5
-0.01
36.1
6 9.0
9.0
10.0
0.6
-0.01
41.4
7 10.0
10.0
10.0
0.7
-0.01
47.0
Crlviffech
Software Figure 2
De
tropth (Zp) I
m
Pile Top-ft
0 --1
5-
10-
15-
20 -
25 -
30 -
6M1�Y
Lateral Capacity with a Fixed Head Condition
ALL -PILE cmlreoi 9omare "WID lIMOM Mae=
Depth (Zp) DEFLECTION, yt -in
from
Pile Top-ft -1.00
15
Lateral
25 No. Load
(kip)
1 2.5
2 7.5
3 12.5
4 17.5
5 20.0
6 22.5
cn 9 oc n
Caiviffech
Software
PILE DEFLECTION vs LOADING
Single Pile, Khead=5, Kbc=2
0
+1.00
Figure 2
De
fropth (Zp)
In
I
Pile Top-ft
0 —I
5-
10-
15-
20 -
25 -
30 -
Appendix F - Notes Related to Borings
6F.
DISCUSSION OF SOIL GROUPS
COARSE GRAINED SOILS
General. A soil is classified as coarse -grained if more than 50 percent of a representative
sample of the material is retained on the No. 200 sieve.
GW and SW Groups. These groups comprise well -graded gravelly and sandy soils
containing little or no plastic fines (less than 5 percent passing the No. 200 sieve). The low
fines content does not noticeably change the shear strength characteristics of these soils
and does not interfere with their free -draining characteristics.
GP and SP Groups. Poorly graded gravels and sands containing little or no plastic fines
(less than 5 percent passing the No. 200 sieve) are in the GP and SP groups. The
materials can 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 passing the No. 200 sieve) having little or no plasticity. The
plasticity index and liquid limit of soils in these groups 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
containing fines (more than 12 percent passing the No, 200 sieve) having plasticity
characteristics. The plasticity index and liquid limit of soils in these groups plot above the
"A" line on the plasticity chart.
FINE GRAINED SOILS
General. A soil is classified as fine-grained if more than 50 percent of a representative
sample of the material passes the No. 200 sieve.
ML and MH Groups. These groups comprise inorganic silts (ML) and elastic silts (MH)
having either low (L) or high (H) liquid limits, respectively. ML soils have a liquid limit of
less than 50 while MH soils have a liquid limit of 50 and greater. Silts and elastic silts can
also contain varying amounts of sand and gravel. Also included in this group are loess
sediments and rock flours.
CL and CH Groups. These groups comprise low plasticity (lean) clays (CL) and medium
to high plasticity (fat) clays (CH) having either low (L) or high (H) liquid limits, respectively.
CL soils have a liquid limit of less than 50 while CH soils have a liquid limit of 50 and
greater. The low plasticity clays can also be sandy clays or silty clays. The moderate to
high plasticity clays can also be sandy clays and include some volcanic clays.
Gfi�
OL and OH Groups. These groups comprise organic silts and clays. The soils are
characterized by the presence of organic odor and/or dark color. The OL and OH soils
are differentiated by determining and comparing their liquid limit values before and after
oven drying representative; soil samples.
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
vegetative 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.
GFA