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Environmental •Geotechnical • Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance
April 19, 2018
Mr. Dean Doyle SCANNED
Doyle Masonry Properties LLC By
P:O Box 12339 St. Lucie County
Fort Pierce, Florida 34979
RE: Report of Preliminary Soil Exploration
Proposed Commercial Structure
Lot 8 - Industrial 27" Street
Fort Pierce, Florida
GFA Project No. 18-5500.00
Dear Mr. Doyle:
GFA International, Inc. (GFA).perforrned three (3) auger borings with hand. cone penetrometer testing
at the 'above referenced project. site. The locations of the borings are shown on the attached Test
Location Plan. The subsurface exploration activities were -performed in accordance with Chapter 18
of the Florida -Building Code (latest edition) and applicable ASTM standards. Detailed information for
the subsurface conditions encountered in the borings are contained on the attached auger boring
logs.
Based on the test results, the soil on which the referenced structure is to rest is capable of providing a
safe bearing capacity of 2,500 psf subject to the limitations noted. herein.. We recommend that the
bottom of the footings bear at a depth of at least 12 inches, below finish grade. The depth shall be
measured from the lowest adjacent grade. We also recommend •a minimum footing width of 18. inches
for spread footings and 16 inches for monolithic footings, but not less than 8 inches more than the
width of the imposed wall.
This report does not state or imply that the foundation soilsat the bearing level will remain in the
original condition in which they were found during the subsurface exploration activities. Exposure to
the environment may weaken the foundation soils at the bearing level if the foundation excavations
remain open for an extended period of time or if the foundation soils are exposed to rainfall.
Consequently, it is recommended that the excavations for the wall'and column footings be performed
to final grade'and foundation concrete be placed as soon as practicable to reduce the. potential for
deterioration of the bearing soils.
The geology of the site as mapped on the USDA Soil Survey website consists of Lawnwood and
Myakka sands (21) and Waveland-Lawnwood complex, depressional::(51). These are sandy soils
and organic soils are not indicated. In addition, no unsuitable bearing materials were observed in
the boreholes, and -only normal site preparation. should be required for construction.
It is recommended that the 2 feet of soils below existing grade, below the bottom of all new footing
excavations and slabs, and all fill material be compacted to at least 95 percent of modified Proctor
(ASTM D 1557) maximum dry density prior to placement of concrete.
607 NW Commodity Cove • Port St. Lucie, Florida 34986. a (772).924.3575 (772) 924.3580 (fax) • wwmi.teamgfa.com
' OFFICES THR006H0UT FLORIDA -
Proposed Commercial Structure
Lot 8 — Industrial,276 Street, Fort Pierce, Florida
GFA Project No. 18-5500.00
April 19, 2018
Page 2
The preliminary recommendations provided herein are based upon the above considerations. If the
project information stated in this report changes, please inform GFA so that we may review our
recommendations with respect to the modifications. Additional borings and explorations are
recommended after the final location,and design of the structure have been established to
verify the uniformity of the subsurface conditions at the property. The results of the
supplemental geotechnical exploration and recommendations will be provided in a final report.
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.
9oaa $ertl bf'quthofzation No. 4930
o. 83218
Kent, P.E. : LU
S&*10roiegttln46ieer_.
iT@gt'Lbbation Plan
Auger Boring Logs (3)
Notes, Related to Test Borings
ii,
gn Colliec Manager
Distribution: Mr. Dean Doyle — Doyle Masonry Properties LLC
1 pdf
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Test Location Plan: Lot 8, Industrial 27w Street, Fort Pierce, FL
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'PROPOSED SITE DATA
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GENERAL NOTES
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Approximate Auger Boring (AB) Locations
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Florida's Leading Engineering Source
AUGER BORING LOGS WITH HAND CONE PENETROMETER,(HCP) TESTS
Client: Doyle Masonry Properties LLC
Project: Lot 8 - Industrial 27'" Street
Fort Pierce, FL
Elevation: Existing Grade
Project No:
Lab No:
Test Date:
Technician:
18-5500.00
4/16/2018
MM/JB
TEST LOCATION: AB —1 N27.488931 ° W80.3513780
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Gray fine sand SP
1
80+
2-6
Light gray fine sand SP
2
80+
6-7
Dark gray fine sand, trace silt SP
3
60
7-10
Brown fine sand, little silt and clay SP-SC)
4
60
5
80+
6
80+
7
80+
8
80+
9
80+
10
80+
Water table at 6.7 feet below ground surface.
TEST LOCATION: AB — 2 N27.488960 W80.351270
HCP
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-2
Gray fine sand SP
1
60
2-5
Light gray fine sand SP
2
60 .
5-8
Dark gray fine sand SP
3
80+
8-9
Dark brown fine sand, trace silt SP .
4
80+
9-10
Brown fine sand, some clay SC
5 .
80+
6
60
7
80+
8
80+
9
80+
10
80+:
Water table at 7.2 feet below ground surface
Florida's Leading Engineering Source
AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS
Client: Doyle Masonry Properties LLC
Project No: 18-5500.00
Project: Lot 8 - Industrial 27" Street
Lab No:
Fort Pierce, FL
Test Date: 4/16/2018
Elevation: Existing Grade
Technician: MM/JB
TEST LOCATION: AB-3 N27.488990 W80.351220
HCP.
Depth (feet)
Description (color, texture, consistency, remarks)
Depth
Reading
0-1
Gray fine sand SP
1
50
1 - 5.5
Light gray fine sand SP
2
80+
5.5 - 7
Dark gray fine sand, some silt SM
3
80+
7 - 10
Brown fine sand, trace cla SP
4
70
5
80+
6
80+
7
80+
8
80+
9
80+
10
80+
Water -table at 7.1 feet below ground surface
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 I 1 hammer blows drove the sampler 6 inches. SPT uses a 140-pound hammer falling 30 inches.
7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6-
inch increments.
8. The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those
shown. The soil/rock conditions shown on the Records of Test Boring refer to conditions at the specific location
tested; soil/rock conditions may vary between test locations.
9. Relative density for sands/gravels and consistency for silts/clays are described as follows:
SPT
CPT
SANDS/GRAVELS
SPT
CPT -
SILTS/CLAYS
BLOWS/FOOT
KG/CM
RELATIVE DENSITY
BLOWS/FOOT
KG/CM2
CONSISTENCY
0-4
0-16
Very loose -
0-1
0-3
. Very soft
5-10
17-40
Loose
2-4
4-6
Soft
11-30
41-120
Medium Dense
5-8
7-12 -
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 are as follows:
NAME
SIZE LIMITS
Boulder
12 Inches or more
Cobbles - -
3 to 12Inches _
Coarse Grovel
'/.to 3 Inches
Fine Gravel
No. 4 sieve to '/. inch.
Coarse Sand
No. 10 to No. 4 sieve "
_Medium Sand - -
No: 40 to No. 10 sieve
Fine Sand _
No. 200 to No. 40 sieve
Fines
Smaller than No. 200 sieve
11. Definitions related to adjectives used in soil/rock descriptions:
PROPORTION
ADJECTIVE
APPROXIMATEROOT DIAMETER-
ADJECTIVE
<5%
Trace " .
Less than 1132" -
Fine roots
5%to 12%
Little
1/32" to -
Small roots
12%to 30%. _
Some
%I'to 1"
Medium roots
30% to 50%
And -
Greater than V
Large roots
Organic Soils: Soils containing vegetable tissue in various stages of decomposition that has a fibrous to amorphous texture,
usually a dark brown to black color, and an organic odor.
Organic Content <25%: Slightly to Highly Organic; 25% to 75%: Muck; >75%: Peat
GfH
IgIa-oo
Soil Nuclear Gauge
client:
Project:
Go,
Report Date: 7/18/2018
Doyle Masonry, Inc.
17-6476.00/a
Test Method: ASTM D 6938
P.O. Box 12339
Doyle Masonry, Inc. 2017-2018 (tern, 18
Z�lg
Part St Wei°
Fort Pierce, FL 34979-2339
Agreement St yttl)
Various Locations
FBPE CA 04930
COUP
607 Nw commodity Cove
FL
Pod St. Lude, FL 34986
1).
Phona:772-924-35751 Far. 772-924-3580
Test Results
Optimum
Maximum
In Place
In Place
Probe
Min/Max
Retest
Test
Soil
Moisture
Dry Density
Moisture.
Dry Density
Depth
Percent
Comp.
Test#
Of
Date
ProctorlD
Method
Classification
%
(p
%)
(p
in
Compaction
o
Remark
12
7/17/18
8188 D1557
WA
13A
100.3
9.2
96.9
12
97
95/105
Pass
13
7/17/18
8188 D1557
N/A
13.4
100.3
8.6
95.8
12
96
95/105
Pass
14
7/17/18
8188 D1557
NIA
13.4
100.3
9.5
96.1
12
96
95/105
Pass
15
7/17118
8188 D1557
'NIA
13.4
100.3
8.1
96.8
12
97
95/105
Pass
16
7/17/18
8188 D1557
NIA
13.4
100.3
8.0
97.2
12
97
95/105
Pass
17
7/17118
1 8188 D1557
NIA
13.4
1 100.3
1 8.2
1 98.4
12
98-
95 / 105
Pass
Test Information
Gauge
Test #
Test Location
Elevation
Reference
Make / Model I SN / Calibrated
Field Technician
12
Below Bottom of Fooling: 3100 Industrial 27 St., Ft Pierce, 60' x 100' Building, SE
0-1'
-Humboldt / 5001 SD 19086 /
Liveonan, Robert
Comer,
13
Below Bottom of Footing:.3100 Industrial 27 St., Ft Pierce, 60' x 100' Building, South
0-1'
Humboldt 15001 SO / 9086 /
Livehnan, Robert
side center
14
Below Bottom of Fooling: 3100 Industrial 27 St., Ft Pierce, 60' x 100' Building, SW
0.1'
Humboldt /5001SD / 9086 /
Livennan, Robert
Comer
15
Below Bottom of Footing: 3100 Industrial 27 St., Ft Pierce, 60' x 100' Building, NW
0-1'
Humboldt / 5001SD 190861
Liverman, Robert
Comer
16
Below Bottom of Footing: 3100 Industrial 27 St., Ft Pierce, 60'x 100' Building, North
0-1'
Humboldt / 5001SD / 9086 /
Livennan, Robert
side center
17
Below Bottom of Footing: 3100 Industrial 27 St., Ft Pierce, 60' x 100' Building, NE
0.1'
Humboldt / 5001 SD / 90861
Livennan, Robert
Comer
- Remarks
Corr
AA//�7�/
v
Pass: Tests results comply with specifications
Tests am "Direct Transmission' Method A) unless probe depth Is noted aslK[
'Backscatter'.
Gauge calibration data on file With the testing agency.
�� ,Q -. • • • • • .,
12, 13, 14, 15, 16, 17: 1-2 HCP=Slit, > 95 %Compaction, PASS.
%CENSF' •.,,
HCP tests are empirically correlated tote relative density of the oil
..
1I liampay
W1 U01 PZY
•r,rlrnn•"
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.
Page 1 of 1
r
607 NW Conimodity Cove •. Port St. L:m_-,
Laboratory Compaction Characteristics of Soil Using Modified Effort
ASTM D 1557
ve All I81018
c lhl�eae-
Project: 3100 Industrial 26th Street, Fort Pierce
Project ID: 17-6476.06 . .
Address: 310.0 Industrial 26th Street, Fart Pierce
Report ID: 8188
Client: Doyle Masonry, Inc.
Soil Location: Building pad, ..
Sampled By: R Liverman
Date Sampled: 7/17/2018
Tested By: R Robinson
Date Tested: 7/18/2018'
Soil Description: Light.gray fine sand
Test Method Used:
-
Preparation Method Used: Dry
Type of Rammer. Mechanical
As -received Water Content: N/A
Comments:
105
104
103
LL
u 102
IL
w 101
Z
w
0
100
13
m
97
8 9 10 11 12 13 14 15 16
MOISTURE %
Dry Density (p"cf)
.''Moisture.(%)
g :.
10.7
100.0.
12.1
100.3 _
13.4'
99.8
14.7
Maximum Dry Density (pcf)
100.3
Optimum Moisture (%)
13.4
0,6321 '
— 7/18/18
rt tent, P . ' : , _
Test report shall not be reproduced, except in full, without the written approval of GFA International
Environmental'•'Geotec_hnical a Construction Materials Testing •Special& Threshold Inspectid'ir5/; ie &%ode Compliance
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