HomeMy WebLinkAboutWendy Hart - 344 Palm AveB3 MATERIAL TESTING ENGINEERING
E s s e n c C- o f P e r f e c t i o n
1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801
December 9, 2021 Project No. 21-0613
Wendy Hart
344 Palms Ave
Fort Pierce, Florida
Attn. Ms. Wendy Hart
RE: Report of Geotechnical exploration for an existing property
Located: 344 Palms Ave, Fort Pierce, Florida
Dear Ms. Hart:
In accordance with your request, we have completed the subsurface exploration and geotechnical
evaluation for an existing property in Fort Pierce, Florida. Enclosed are two (2) copies of the report that
includes our findings and construction considerations.
B3 Material Testing Engineering, LLC (133 MTE) appreciates the opportunity to be of service during this
phase of the project. If there are any questions or comments you may have regarding the content of
this report, or if you may need of any further service, please contact us at your convenience.
If there are any questions regarding the information submitted herein, please do not hesitate to contact
us.
Sincerely yours,
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B3 Material Testin E" e ' Fib
No,
Dario A. Herrero WTATV OF ,%�4
Florida Reg. 67796,--<" .•' �:
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Page116
B3 MATERIAL TESTING ENGINEERING
E s s e n c � o f P c r f e c t i o n
1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801
December 9, 2021
INTRODUCTION
B3 Material Testing Engineering LLC. (B3 MTE) conducted a subsurface investigation at the above
referenced project. The investigation was performed on December 7, 2021, authorized by Ms. Wendy
Hart.
The purpose of the investigation was to obtain information concerning the sub -surface condition to
provide site preparation and foundation design alternatives for support of the proposed construction.
To achieve the desired objective two (2) standard penetration test borings tests were performed. The
approximate boring locations are indicated on the attached Boring Location Plan. We have also
attached the boring logs, which include the types of materials encountered, results of the field tests
and measured groundwater depths.
SCOPE
The scope of services included a reconnaissance of the site, geotechnical investigation, field and
engineering analysis and evaluation of the data.
PROJECT AND SITE DESCRIPTION
The project consists of an existing property in Fort Pierce, Florida.
SUBSURFACE INVESTIGATION PROCEDURES
The soil borings were performed on December 7, 2021, with a truck mounted drilling rig and were
advanced using hollow stem auger drilling methods. A total of two (2) soil borings tests were performed
to a depth of 25 feet. Representative soil samples were obtained employing split spoon sampling
procedures in accordance with ASTM Specification D-1586. Samples obtained in the field were
returned to our laboratory for further examination and testing.
A two (2) foot long two (2) inches O.D. Split Spoon Sampler was driven into the ground by successive
blows with 140 lb. Hammer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a
time or at every change in soil characteristics, then extracted for visual examination and classification
of the retained soil samples.
The number of blows required for a one (1) foot penetration of the sampler is designated as "N" (known
as the standard penetration resistance value). The "N" value provides an indication of the relative
density of non -cohesive soils and the consistency of cohesive soils.
Page216
B3 MATERIAL TESTING ENGINEERING
E s s e n c e o f h C- r f e c_ L i o n
1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801
December 9, 2021
Suitable corrections are applied to this number to include the effects of soil overburden pressure and
other factors. A general evaluation of soils is made from the established correlation between "N" and
the relative density or consistency of soils.
This dynamic method of soil testing has been widely accepted by foundation engineers and architects
to conservatively evaluate the bearing capacity of soils. A continuous drilling and sampling procedure
was used therefore, the samples were taken at intervals of two (2) feet.
SOIL AND GROUND WATER CONDITIONS
Specific soil conditions encountered in the borings are indicated on the soil boring logs included with
this report. The stratification of the profile components as shown on the boring logs represents the
subsurface conditions at the actual boring locations. Variations may occur within a short distance from
the borings. Lines of demarcation represent the approximate boundary between the type of material
encountered, but the transition may be gradual, or not clearly define.
The existing surface consists of 0' to 2' brown fine to medium sand, between 2' to 3' dark brown fine
to medium sand with root, between 3' to 6' olive brown fine sand, between 6' to 10' brown fine to
medium sand, between 10' to 16' gray fine to medium sand with shell fragment and 16' to 25' lime rock
with light gray fine to medium sand.
Fluctuations in the amount of water accumulated and in the hydrostatic water table can be anticipated
depending upon variations in precipitation and surface runoff.
The types of foundation material encountered have been visually classified and are described in detail
in the boring logs. The results of the field penetration tests are presented in the boring logs in numerical
and graphic forms.
Groundwater was measure immediately at the completion of each soil boring and was found at an
average of approximately eight (8) feet eight (8) inches, below the existing surface (see logs). Design
engineers must verify existing ground elevations as well as FEMA Flood and County highest and
lowest groundwater elevation for their design. Surface flooding may result under hurricane conditions
and should be taken into consideration in the design of the project. Specialty groundwater and water
proofing contractors shall be consulted for all work below the groundwater level. Fluctuation in the
observed ground water level should be expected due to seasonal climatic changes rainfall variation,
surface water run-off and other, specific factors related to the site in question. Dewatering for
foundations shall be considered.
Page316
B3 MATERIAL TESTING ENGINEERING
E s s F r-n c e., o f P e r -F e c t i o n
1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801
December 9, 2021 91_nF111
FO UNDA TION RECOMMENDATIONS:
Based on the sub -surface conditions encountered B3 Material Testing Engineering LLC., has
evaluated a few foundation systems for providing additional support to the existing structure. Based on
our understanding of the proposed structure and our field boring logs; it is evident that deep foundation
system is needed to support the proposed structure and slabs without detrimental settlement.
Existing land elevation was not provided to B3 MTE; therefore, the proposed pile length is based on the
existing ground elevation at the time of drilling. Push pier length will need to be adjusted accordingly
based on proposed final designs.
Pile special consideration in the analysis was given to the following:
1. The presence of a layer soft material of varied thickness, which makes the site less appropriate for
construction using regular spread footings and single column pads at the existing grade.
2. Length to width ratio of the proposed structure with special emphasis on differential settlement.
Given the above, the following foundation system was selected.
PUSH PIERS
Push Piers is a feasible alternative. The capacity of these piles is essentially developed in tip bearing.
The analysis for this foundation system consisted of determining a pile capacity for specific pile size
and depth of installation. See Table I below:
TABLE
Size Allowable Allowable
(Dia.) Proposed Bearing
(in) Length Capacity
2 7/8 15 Feet or refusal 5 Tons
A minimum of three (3) indicator piles should initially be driven (installed) at strategic locations to verify
the suggested pile length. The entire pile driving operation should be monitored and performed in
accordance with the relevant local and state requirements. The proposed length is based on the
existing surface at the time of drilling.
Page416
B3 MATERIAL TESTING ENGINEERING
c o f P r f e c t i o n
1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801
August 2, 2021
LIMITATIONS OF STUDY
The exploration and evaluation of the foundation conditions reported herein are considered sufficient
in detail and scope to form a reasonable basis for the foundation design. The recommendations
submitted for the proposed construction are based on the available subsurface information and the
preliminary design details furnished by the client.
Any revisions to the plans for the proposed structure from those enumerated in this report should be
brought to the attention of the soil engineer, so that he might determine if changes in the foundation
recommendations are required. If deviations from the noted subsurface conditions are encountered
during construction, they should also be brought to the attention of the soil engineer, so that he can
review the changed conditions ad revise these recommendations, if warranted.
GENERAL QUALIFICATIONS
The analysis and recommendations presented in this report are based upon the data obtained from
the soil borings performed at the indicated locations and from any other information discussed in this
report. This report does not reflect any variations that may occur between borings or across the site.
Any statements which appear in this report or on the boring logs regarding odors, color, unusual or
suspicious items or conditions are strictly for the information of the client.
In addition, the sails samples cannot be relied on to accurately reflect the strata variations that usually
exist between sampling locations. The nature and extent of such variations may not become evident
until construction. If variations appear evident, it will be necessary to reevaluate the recommendations
of the report. In addition, it is recommended that B3 Material Testing Engineering, LLC. be retained
to perform construction observation and thereby provide a complete professional geotechnical
engineering service through the observational method. For environmental due to diligence, a phase I
and/or phase II Environmental Site Assessments is recommended.
This report has been prepared for the exclusive use of Ms. Wendy Hart for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. In the event that any changes in the nature, design or location of the project as
outlined in this report are planned, the conclusions and recommendations contained in this report shall
not be considered valid unless the changes are reviewed, and the conclusions of this report modified
or verified in writing by B3 MTE geotechnical engineer. Also, note that B3 Material Testing
Engineering, LLC. is not responsible for any claims, damages, or liability associated with any other
party's interpretation of this report's subsurface data or reuse of the report's' subsurface data or
engineering analyses without the express written authorization of B3 Material Testing Engineering,
LLC.
B3 Material Testing Engineering, LLC. appreciates the opportunity to be of service to you at this phase
of you project. Please feel free to contact us if there are any questions or comments pertaining to this
report.
Page516
B3 MATERIAL TESTING ENGINEERING
E s s F n c C, o f P C- r f e c t i o n
1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801
SOIL BORING LOGS
Page 616
133 MATERIAL TESTING EMGIN EERI NG
P c_ r r ca c i o i
1676 WEST 31st Place, Hialeah, Florida 33012/Off: 786-773-5871/ Fax: 786-773-5889
BORING LOG 11
PROJECT NO.
21•0613 IFSOIL
Date I Tuesday, December 7, 2021
Existing property
PROJECT
344 Palms Ave, Fort Pierce, Florida
Location: IRefer to the map site
Wendy Hart
CLIENT
344 Palms Ave B-1
Fort Pierce, Florida
LATITUDE
27.378922°1
LONGITUDE
1 -80.318830°
Driller AL
Helper
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MATERIAL DESCRIPTION
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0' - 2' Brown fine to medium sand.
1
15
s
16
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2' - 3' Dark brown fine to medium sand with root.
12
2
13
12
24
16
5
T - 6' Olive brown fine sand.
is
3
16
12
24
10
10
4
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6' - 10' Brown fine to medium sand.
10
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5
18
11
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6
16
13
23
12
16
10' - 16' Gray fine to medium sand with shell fragment and lime rock.
7
15
12
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21
8
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24
26
52
15
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28
9
17
30
59
31
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20
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2'0
16' - 25' Lime rock with light gray fine to medium sand.
29
11
17
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Water Level (w): 8'- 8" Kespecuun suDmltte0 In
Sample Type: Split Spoon (SS)
Boring performed on: 12107121 -
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Asa mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publications of statements, cor ctuvons de'P{fdp}-t, leeeryaA
pending our written approval
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133 MATERIAL TESTING ENGIN EEFZI NG
1676 WEST 31st Place, Hialeah, Florida 33012/Off: 786-773-5871/ Fax: 786-773-5889
SOIL BORING LOG
Date Tuesday, December 7, 2021
PROJECT NO.
21-0613
Existing property
PROJECT
344 Palms Ave, Fort Pierce, Florida
Location: Refer to the map site
Wendy Hart
CLIENT
B-2
1344 Palms Ave
L
Fort Pierce, Florida
LATITUDE
27.378794°
1 LONGITUDE
1 -80.318878° Driller
AL Helper
FM
n w MATERIAL DESCRIPTION
Z°
Z
3 Z
Z
"N"
U
Curve
Z
0 U
0 20
40
60
1
17
9
18
D' - 2' Brown fine to medium sand.
19
19
2
22
20
31
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2' - 6' Olive brown fine sand.
10
9
5
3
20
8
15
a
10
4
21
9
11 11
22
6' - 10' Brown fine sand.
10
10
5
18
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16
20
6
lb
19 19 37
10' - 15' Gray fine sand with shell fragment.
19
29
7
19 31 60
41
32
15
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19 29 60
40
30
9
39
19 29 58
28
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2 15'- 25' Lime rack with light gray fine to medium sand.
10
20 27 26 53
26
29
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17 29 58
39
29
12
21 31 61
25 End of boring @ 25'
31
33
13
20 33
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Respectfully submitted by
w
Water Level ( w): 8' - 8"
.
Sample Type: Split Spoon (SS)
Boring
performed on: 12107/21
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Asa mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publications of statements, e dws n pg�ryf�fR our reports
pending our written approval. ffffff
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reserved
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