HomeMy WebLinkAboutJohn Lieffort Soil Boring Report B3 MATERIAL TESTING ENGINEERING
E S c-_ n c e o f P c r f C- c L i o n
1676 West 31 PL.,Hialeah FL,33012-Off.786.773-5871/5899-Fax.796.615-5801
December 28, 2021 Project No. 21-0629
John Lieffort
915 Buckeye Drive
Fort Pierce, Florida
Attn. Mr. John Lieffort
RE: Report of Geotechnical exploration for an existing property.
Located: 915 Buckeye Drive, Fort Pierce, Florida.
Dear Mr. Lieffort:
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 (63 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,
83 Material Testing Engineering, LLC.
Dario Herr ro, P-,E'. 7` t :�f
Florida Reg. 67796, ':
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P a g e 1 7
B3 MATERIAL TESTING ENGINEERING
E s S (-- n c c o f P c r f c c t i o n
1676 West 31 PL.,Hialeah FL,33012-Off.786.773-5871/5989-Fax.786.615-5801
December 28, 2021 Project No. 21-0629
INTRODUCTION
B3 Material Testing Engineering LLC. (B3 MTE) conducted a subsurface investigation at the above
referenced project. The investigation was performed on December 28, 2021, authorized by Mr. John
Lieffort.
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 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 27, 2021, with a truck mounted drilling rig and it was
advanced using hollow stem auger drilling methods. A total of two (2) soil borings were performed to a
depth of 30 feet. Representative soil samples were obtained employing split spoon sampling
procedures in accordance with ASTM Specification D-1586.
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 sails.
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.
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B3 MATERIAL TESTING ENGINEERING
F c:_ n c e_ o f P e r f ca c_ t i o n
1676 West 31 PL.,Hialeah FL,33012-Off.786.773-5871/5889-Fax.786.615-5801
December 28, 2021 Project No. 21-0629
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 PAVEMENT 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 6" of topsoil with vegetation over 6" to 2'-6" gray fine sand, 2'-6" to 5'
dark brown fine sand, 5' to 12' dark brown fine sand and 12' to 30' gray fine to medium sand with shell
fragment and lime rock.
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 nine (9) 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 pile caps
shall be considered.
FOUNDA TION RECOMMENDATIONS:
Based on the sub-surface conditions encountered B3 Material Testing Engineering LLC., has
i
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 systems are needed to support the proposed structure and slabs without detrimental
settlement.
I
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B3 MATERIAL TESTING ENGINEERING
F s S 0 n c � o f P c r f � c_ L i o n
1676 West 31 PL.,Hialeah FL,33012-Off.786.773-5871/5889-Fax.786.615-5801
December 28, 2021 Project No. 21-0629
i
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. Pile 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 organic 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 systems were selected.
ALTERNATIVE l: TYPE B HELIX PIER;HELICAL PILES:
Helical piles are another feasible alternative. The capacity of these piles is essentially developed in tip
bearing and side friction. When these piles are installed or socketed into place, they will "lock into" the
rock and sand strata thereby providing adequate bearing capacity.
Helical piles bearing capacity is a proprietary product dependent on a shaft type, size and steel strength
as well as helix size, numbers and spacing as well as depth. Therefore, the helical pile specialty
foundation contractors and its engineer shall submit a signed and sealed shop drawings of the proposed
helical piles to the building department. Below are the minimum depth and capacities unless authorized
by the geotechnical engineer. Predrilling may be required to achieve design depths.
The analysis for this foundation alternative consisted of determining a pile capacity for specific size and
depth of installation. See Table II below:
TABLE
Size Allowable Allowable Allowable
(Dia.) Proposed Tension Compressive
Length _ Capacity _ Bearing Capacity
FB. Pie
Type r 3.0" 13 Feet or Refusal _ 3 Tons 12 Tons
LIMITA TIONS 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.
Page417
B3 MATERIAL TESTING ENGINEERING
F. s c n r._ C o f F� c r f a C L
1676 West 31 PL.,Hialeah FL,33012-Off.786.773-5871/5889-Fax.786.615-5801
December 28, 2021 Project No. 21-0629
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 INFORMATION
SOIL CLASSIFICATION
CORRELATION OF PENETRATION RESISTANCE WITH RELATIVE DENSITY AND CONSISTENCY
SAND - - - — -
Dynamic Cone Penetrometer Standard Penetration
Relative Density
Penetrometer Resistance Hammer Blows
0-10 0-4 Very Loose
11-25 5-9 Loose
46-75 10-29 Medium Dense
76-120 30-60 Dense
>120 >60 Very Dense
Slit&Clay
Dynamic Cone Penetrometer Standard Penetration
Relative Density
Penetrometer Resistance Flammer Blows
0-6 0-2 Very Soft
7-15 3-5 Soft
31-45 5-15 Medium Stiff
46-90 16-30 Very Stiff
91-150 31-50 Hard
Rock Hardness Description Particle Size
Soft Rock Core Crumbles when handled Boulder >12 in
Medium Can break cores with your hands Cobble 3-12 in
Moderately Hard Thin edges of rocks core can be broken with fingers Gravel 4.76 mm-3 in
Hard Thin edges of rocks core cannot be broken with fingers Sand 0.074 mm-4.76 mm
Very Hard Rock core rings when struck with a hammer Silt 0.005 mm-0.074 mm
Clay <0.005mm
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.
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133 MA—VERIAt_ TESTING ENGINEE1=RING-v
1676 West 31 PL.,Hialeah FL,33012-Off.786.773-5871/5989-Fax.786.615-5801
December 28, 2021
In addition, the soils 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 Mr. John Lieffort. 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 the 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.
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B3 MATERIAL TESTING ENGINEERING
E s s e n c c o f P e r f e c L i o n
i
1676 West 31 PL.,Hialeah FL,33012-Off.786.773-5871/5899-Fax.786,615-5801
December 28, 2021 Project No. 21-0629
SOIL BORING LOGS
Page717
13 3 M A T E R I A L T E S T I N G E N G I N E E R I N G
E . 5 c_ r .i 'I r' r I , r i r r n
1676 WEST 31st Place,Hialeah,Florida 33012/Off:786-773-5871/Fax:786-773-5889
PROJECT NO. 21-0629 SOIL BORING LOG
11 Date Tuesday,December 28,2021
Existing property
PROJECT 915 Buckeye Drive,Fort Pierce,Florlda
Location: Refer to the map site
John Lieffort
CLIENT 915 Buckeye Drive B_�1
Fort Pierce, Florida 1
LATITUDE 27.368650° LONGITUDE 1 -80.336613° Driller AL Heller FM
L MATERIAL DESCRIPTION '� zo j _ 3 Z z "N"
rj4 z C, of a v~iz `-
cc z w m 0 z p Curve
u R 20 40 60
2
1 14 3 5
6"-2'6"Gray fine sand. -
3
6
2 17 19 36
2'6"-5'Dark brown fine to medium sand. 9
5
16
3 20 20 26
17
20
4 23 ?0 40
2a
5'-12'Dark brown fine sand. 21
5 13 20 40
10 20
28
6 16 22 42
26
30
7 19 38 71
36
30
15 8 22 30 61
26
29
9 22 30 69
39
39
10 18 38 39 77 40
24 30
12'-30'Gray fine to medium sand with shell fragment and lime rock. 30
11 21 30 60 40
29
29
12 17 29 59 40
30
5 29
13 19 31 62
32
2U
14 22 a9.'' �} P e T
1. �.
15 16, '�26,E 554 .'r
30 End of boring @ 30' e
�o r
Water Level( w): 9'-8" Respectfullv submitted by ' s
�� •V, ;
Sample Type: Split Spoon(SS) :r
Boring performed on; 12127/21 -77
r
ar rsre; ro,
As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publications of statement ier{
s,mrxlie r1rlA�eld=}ye1 wren J�ardirlf, pr,> ertlF is reserved
pending our written approval fs
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13 3 M A T E R I A L T E S T I N G E N G I N E E R I N G
1676 WEST 31st Place,Hialeah,Florida 33012/Off:786-773-5871/Fax:786-773-5889
PROJECT NO. 21-0629 SOIL BORING LOG 11 Date Tuesday,December 28,zazz
Existing property
PROJECT 915 Buckeye Drive, Fort Pierce,Florida
Location: Refer to the map site
John Lieffort
CLIENT 915 Buckeye Drive _B2
Fort Pierce, Florida
LATITUDE 27.368658° LONGITUDE 1 -80.336322° Driller AL Helper FM
r
n MATERIAL DESCRIPTION z 3 w ^, "N"
o D ¢
N 7 u m 0 > O O V CUNe
V Z V 0 20 40 60
Topsoll with ve elation.. 4
1 15 2 5
1'-3'Gray fine sand. 3
6 I
2 19 s 11 •
15
3'-6'Dark brown fine to medium sand with root. 1B
3 19 ZO 39
to
20
4 22 20 49 •
za
z9
6'-12'Dark brown fine sand 5 21 29
- 29 58 41
r I) 30
33
6 19 26 64 10
30
30
7 16 30 59
28
19
1r 8 18 30 60 40
38
39
9 17 26 53 •
25
30
10 21 39 73 41
�9 30
12'-30'Gray fine to medium sand with shell fragment and lime rock. 34
11 16 39 77 40
39
29
12 19 30 61
30
13 17 29 58
30
30 Ietl3 1°V9
14 1631 d
T29
30 End of boring @ 30' F15 22 3 V 59
Respectfully submitted by '
Water Level( w): 9'-8" r
Sample Type: Split Spoon(SS) r
Boring performed on: 12127/21
ari Cuero,
florlda Reg.�6IY8 _
As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publications of statements,crmclu ns nr""tart from or rniirding cur ropocts k reserved
pending our written approval.
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