HomeMy WebLinkAboutReport of Geotechnical Exploration�1
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Environmental - Geotechnical - Construction Materials Testing - Threshold and Special Inspections - Plan Review & Code Compliance
December 30, 2019
Angela Stebile and Phil Giuliani
10851 S Ocean Drive, Lot 139
Jensen Beach, Florida 34957
Subject: Report of GeotechnIical Exploration
Lot 139 - Windmill Village
10851 S Ocean Drive, Jensen Beach, Florida
GFA Project No. 19 �7327.00
Dear Ms. Stebile and Mr. Giuliani:
GFA International, Inc. (GFA) is pleased to submit this report of geotechnical exploration for the above
referenced project. Our services) were performed in substantial accordance with our Proposal No. 19-
7327.00 dated December 10, 2019, planned in conjunction with and authorized by you.
Field Exploration
One (1) standard penetration test (SPT) boring (B-1), advanced to an approximate depth of 15 feet,
and one (1) hand auger boring with hand cone penetrometer (HCP) testing (AB-1), advanced to an
approximate depth of 4.5 feet below the existing ground surface, were performed on December 26,
2019. The borings were located at the property by GFA personnel by estimating distances and offsets
from the existing residential structure. The approximate boring locations are illustrated on the attached
Test Location Plan.
In boring B-1, the Standard Penetration Tests (SPT) were performed in general 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
failing 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.
Auger boring ABA was performed in substantial accordance with ASTM D 1452, "Practice for Soil
Investigation and Sampling by Auger Borings." Hand Cone Penetrometer (HCP) tests were conducted
at one -foot depth intervals in the gauger boring. The HCP test, in conjunction with information about the
soil type, is empirically correlated to the relative density of subsurface soils.
Subsurface Soil Conditions
Soil samples recovered from the, borings were visually classified by a geotechnical engineer using the
Unified Soil Classification System (ASTM D 2487). The soil descriptions and stratification are
presented on the attached boring logs. Note that the soil boring data reflect information from a specific
test location only and soil conditions may vary between the strata interfaces indicated on the logs.
607 NW Commodity Cove - Port St. Lucie, Florida 34986 - (772) 924.3575 - (772) 924.3580 (fax) - www.teamgfa.com
OFFICES THROUGHOUT FLORIDA
Report of Geotechnical Exploration ' - December 30, 2019
Lot 139, 10851 S Ocean Drive, Jensen Beach, Florida Page 2
GFA Project No. 19-7327.00
The subsurface soil conditions encountered at the boring locations generally consisted of medium
dense to dense fine sand (SP), line sand with silt (SP-SM), and fine sand with clay (SP-SC) to the
boring termination depths of approximately 4.5 and 15 feet below the existing ground surface. Note
that boring AB-1 was terminated prior to being advanced to the planned depth of 10 feet due to
encountering relatively dense fine sand soils at a shallower depth.
On the date of our field exploration (December 26, 2019), groundwater was encountered in boring B-1
at an approximate depth of 3.5 feet below the existing ground surface. Groundwater was not evident
in the explored depth of auger boring AB-1. Note that the groundwater table will fluctuate seasonally
depending upon local rainfall and: other site specific and/or local influences, including tidal variations in
the adjacent canal and the Jensen Beach to Jupiter Inlet Aquatic Preserve. Brief ponding of
stormwater may occur across the' site after heavy or extended rainfall events.
I
Discussion
GFA understands that additions and renovations have been performed to the single wide modular
home on the property. Accordi 'g to information contained on the project plans prepared by Paul
Welch, Inc., the original modular home is founded upon a 4-inch thick concrete slab without footings.
The addition is bearing upon a new monolithic slab foundation. The plans indicate the slab is 4 inches
thick and the perimeter footings are 16 inches wide at the bearing level and are embedded 12 inches
below exterior grade.
The plans also state that the footing design was based upon a soil bearing pressure of 2,500 psf.
According to information provided by Mr. William E. Durden, the Chief Plans Examiner for St. Lucie
County, the structure foundations must be able to resist the new loads of the structure located in a
flood zone.
The results of the soil borings indicate that the tested soils are compatible with a design soil bearing
pressure of 2,500 psf. On this basis, a 2,500 psf design bearing pressure is appropriate for the
foundations and/or slabs providing support of the residential structure.
Closure
This report has been prepared fo the exclusive use of Angela Stebile and Phil Giuliani for the existing
residence located at 10851 S Ocean Drive (Lot 139 - Windmill Village) in Jensen Beach, Florida. Our
services were provided in accordance with generally accepted local geotechnical engineering
practices; no other warranty is expressed or implied.
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This report does not reflect any
i variations in soil conditions which may exist between the borings
performed at the site. 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 common. 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
GFH
f
�r
Report of Geotechnica/ Exploration i- December 30, 2019
Lot 139, 10851 S Ocean Drive, Jensen Beach, Florida Page 3
GFA Project No. 19-7327.00
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GFA should be provided the opp rtunity to review any modifications to the existing foundation design
plans and specifications to assess the validity of the conclusions presented in this report. If GFA is
not afforded the opportunity to (perform this review as recommended in this report or any report
addendum, GFA cannot accept responsibility for the interpretation of the information contained in this
report or in a report addendum for foundation performance.
Any third -party reliance of this report or parts thereof is strictly prohibited without the expressed
written consent of GFA International, Inc. The applicable SPT methodology (ASTM D 1586), auger
boring methodology (ASTM D 1452), and hand cone penetrometer (HCP) methodology 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.
We appreciate the opportunity to be of service to you on this project and look forward to a continued
association. Please contact the ;undersigned if you have any questions or comments, or if we may
further assist you as your plans proceed.,
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Respectfully Submitted,
GFA INTERNATIONAL, INC.
Florida Certificate of Authorizatioh No. 4930
i
('Digitally signed
John
Eby John Kent
Kent Date , 2019.12.30
10:19:30-05'00'
John Kent, P.E.
Senior Project Engineer
Florida Registration No. 63218
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.
Attachments: Test Location Plam
SPT Boring Log (1)
Auger Boring Log ;(1)
Notes Related to Boring Records
Distribution: Angela Stebile and Phil Giuliani
Thomas Gellermann, E.I.
Project Engineer
1 pdf
GfH
L.�ation
-Approximate Standard
-Approximate" Auger Boring Location
GFA International, Inc. j LOiv� OF BORING B-1
607 NW Commodity Cove
PAGE 1 OF 1
Port St. Lucie, Florida 34986
(772) 924 - 3575
•�7iNAT�� -
CLIENT Angela Stabile and Felice Giuliani PROJECT NAME Lot 139 - Windmill Village
PROJECT NUMBER 19-7327.00 PROJECT LOCATION 10851 S Ocean Drive, Jensen Beach, Florida
DRILLING CONTRACTOR GFA International Inc. HOLE DEPTH 15 ft HOLE DIAMETER 3 in
DRILLER JB/SP DATE STARTED 12/26/19 COMPLETED 12/26/19
DRILL RIG CME-45 GROUND WATER LEVEL: VLAT TIME OF DRILLING 3.50 ft
METHOD SPT LATITUDE LONGITUDE
NOTE: HAMMER TYPE
=
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MATERIAL DESCRIPTION
H
WZ
LL H
ly H
NZ
0
Z
O
00
20
0
U
0
0
Gray
fine sand, little rock (SP)
1
50
50
2.0
Light
brown fine sand with clay (SP-SC)
2.5
2
70
80
SZ
I
3
12
10
5
5.0
I
Gray fine sand with silt (SP-SM)
_X
8
18
6.0 i
Light
brown fine sand with silt, trace shell (SP-SM)
10
4
9
8
17
7.5
16
5
17
17
16
L
I
12.
it
13.5
I
Gray
I
fine sand with silt, trace shell (SP-SM)
10
6
13
10
3
2
15.0
Bottom of borehole at 15.0 feet.
GFA International, Inc. -' LOG JF BORING AB-1
607 NW Commodity Cove
Port St. Lucie, Florida 34986 PAGE 1 OF 1
p'
P. (772) 924 - 3575
RNAT��a
CLIENT Angela Stabile and Felice Giuliani PROJECT NAME Lot 139 - Windmill Village
PROJECT NUMBER 19-7327.00 PROJECT LOCATION 10851 S Ocean Drive, Jensen Beach, Florida
DATE STARTED 12/26/19 COMPLETED 12/26/19 LATITUDE LONGITUDE
DRILLING CONTRACTOR GFA International Inc. GROUND WATER LEVELS:
DRILLING METHOD Auger Boring I AT TIME OF DRILLING -- Not Encountered
DRILLER CM AT END OF --
--
NOTES Refusal at 4.5', three separate borings AFTER DRILLINGUj
2
z
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MATERIAL DESCRIPTION
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Brown fine sand, little rock (SP)
20
1
80
•
2
80
3
i
3.0
Dark gray fine sand (SP)
i
i
80
4
4.5
Bottom of borehole at 4.5 feet.
I
,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. Fluctuatii ns 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.
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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 iiterfaces 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
I HCP Value
(kg/cm)
CPTIValue
(tsf)
I Relative
Density
SPT
N-Value
HCP Value
(kg/cm)
CPT Value
(tsf)
Consistency
0-4
0-16
0420
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
Very Stiff
>30
>50
Hard
10. Grain size descriptions are as follows:
Description
Particle Size Limits
Boulder
l
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 1/32"
Fine roots
5% to 12%
Little
'/32" to 1/4"
Small roots
12% to 30%
Some
1/4" to 1"
Medium roots
30% to 50%
And
Greater than 1"
Lame 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
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Port St. Lucie
FBPE CA # 4930
607 NW Commodity Cove
Port St. Lucie, FL 34986
Phone: 772-924-35751 Fax: 772-924-3580
Soil Nuclear Gauge Client: Project:
Report Date: 3/10/2020 Felice Guiliani 20-9118.00
Test Method: ASTM D 6938 10851 South Ocean Drive # 139 Guiliani Residence
Jensen Beach, FL 34957 10851 South Ocean Drive
Jensen Beach, FL 34957
Test Results
Test #
Retest
Of
Test
Date
Proctor ID
Method
Soil
Classification
Optimum
Moisture
N
Maximum
Dry Density
(pcf)
In Place
Moisture
(%)
In Place
Dry Density
(pcf)
Probe
Depth
(in)
Percent
Compaction
Min/Max
Comp.
N
Remark
1
3/5/20
P-1
N/A
11.1
108.3
12.3
105.0
12
97
95 / 105
Pass
2
3/5/20
P-1
N/A
11.1
108.3
11.5
106.1
12
98
95 / 105
Pass
3
3/5/20
P-1
N/A
11.1
108.3
12.3
105.6
12
1 98
1 95 / 105 1
Pass
Test
Information
Test #
Test Location
Elevation
Reference
Gauge
Make / Model / SN / Calibrated
Field Technician
1
Below Bottom of Footing: Continuous Footings, 10851 South Ocean Drive, North Side
at Center.
0-1
Humboldt / 5001 SD / 9086 /
Fevrius, Carlo
2
Below Bottom of Footing: Continuous Footings, 10851 South Ocean Drive, West Side
at Center.
0-1
Humboldt / 5001 SD 19086 /
Fevr'us arlo
3
1 Below Bottom of Footing: Continuous Footings, 10851 South Ocean Drive, South Side
at Center.
0-1
Humboldt / 5001 SD / 9086 /
Fevri s rio
Remarks
Comments
- +
t�
Pass: Tests results comply with specifications
Tests are "Direct Transmission" (Method A) unless probe depth is noted as
I-Backscatter". Gauge calibration data on file with the testing agency.
RECEIVED \���� ► I I ► I /,,,� �'
--�. -- --- -- -- - --- --- -- - - - - - - — — - - OHN KEN -
MAR 13 2020 ��cENsF
ST. Lucie County, Permitting — 06 18 03Of2020
faljtr't Kent, P.E.
ASSio*,ggypeer #'' 8
�*f FI6*bdFttDP. • �7F
!SSZONAL
Test Reports shall not be reproduced, except in full, without the written approval of GFA International Inc.
Digitally signed printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.
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