HomeMy WebLinkAboutReport Of Geotechnical ExplorationG-FA..- INTERNATIONAL.--
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FLORIDA':S LEADING. ENGINEERING SOURCE
Report of Geotechn a 'I Exploration
Waterson � Wa Three.-Sto Residence
g .. y rY RECEIVED
4852 a er song Way
Fort Pierce, Florida .
APR 1-6 '2021 '
Rmitti, D'epartinent.
St.. Lud, Ccurrty
. ..::February. 22, 2021.
'
GFA.Project No:33302100018:.0000
For: 'Coastal .Construction and :Design; .Inc.
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Florida's. Leadin En meerin Source
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Environmental - Geotechnical - Construction Materials Testing --Threshold and Special'inspections plan Review & Code Compliance
NATO:
February 22; 2021
Mr. Mario Arbucci .
Coastal Construction and. Design, :Inc:
4832 Watersong. Way
Fort Pierce; Florida.34949
Subject: Report.of Geotechnical.Exploration
..
Watersong-Way Three -Story Residence .
4852 Watersong Way, FortPierce; Florida
;GFA Project No; 3330110001.8.0000
Dear Mr. Arbucci:
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 Prop.osal:No .:20-4812.00 dated December 22,
2020, 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 reportcontains.the results of our subsurface exploration and our engineering
interpretations.. of these with respect to the projectcharacteristics described. to us, . including
.providing recommendations.for site preparation and design of the.foundation system,
Per -our prior..telephone discussions -and email correspondence with you, 'GFA.understands- that
a new three-story residence. is planned for construction at the- referenced property. Since the
structure (or a.'portion thereof) - will 'be'' located east of the - Coastal. Construction Control Line
(CCCL)i a pile supported foundation is required. Based on prior experience with similar homes
constructed by Coastal Construction and Design, Inc. along Watersong Way, we have assumed
that the residential structure will 'be supported by .14-inch diameter augered cast -in -place (ACIP)
piles having a design compression capacity:of 30 tons.
Therecommendations. 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 vice, may
review our recommendations with respect to any_modifications.:
Two (2) standard penetration test'(SPT) borings; advancedto a depth. of approximately 40 feet
below the existing ground surface, were completed:for this study. The -subsurface soil conditions
encountered. in the borings ,generally consisted of medium dense. to. dense fine sand. (SIP)
containing: varying' amounts of shell to the .termination depths. As, exceptions,: layers -of very
607:NW Commodity:Cove Port St. -Lucie, fl.orlda. 34986 . • ..(7.72).924.3575 ..- . (772) 924i.3580 (fax) : ffi : www.teamgfa;qom
FFICEs THROUGHOUT FLORIDA : .
Watersong Way Three -Story Residence
4852 Watersong Way, Fort Pierce, Florida
GFA Project No.-3330.2100018.6000
Geotechnical Exploration Report
February 22, 2021
Page 2 of 10 .
loose to medium dense silty fine sand: (SM) were present between depths of approximately 4
and 10 feet in boring: -1: In addition, seams of.very soft'silt (ML).and muck (PT): Were present
between depths of approximately 8 and 13 feet -in boring B72:.
The results of the borings indicate .that a foundation system consisting of ACIP piles and grade
beams will.be-suitable for the proposed residence. Axial compressive and tension capacities for.
14=inch diameter ACIP piles having lengths of. 30, ' 35, and :40: feet were developedfor the
project.. The results: of our analysis. are contained .in Table. 3.2.1 in Section 3.2 of this report.
Note that the pile installation lengths in the table: are relative :to the current ground surface. The
piles will .be longer or -shorter based on depth of fill added or. other elevation adjustments.
Subgrade soils- should be improved (densified) with compaction from the stripped: grade prior. to .
constructing any ground supported/structural slabs.`. The top 2, feet below stripped grade should
be compacted to a minimurh: of`95 percent of modified . Proctor (A8TM..D:1557) maximum dry
density prior to fill: to achieve.�final grade. ,Fill.requi, ed to attain design.grades should be
placed in 12-4nch lifts -and compacted to achieve:the same: criteria stated: above.
Scour elevations used.: in: _pile capacity- calculations are :those provided. by, the ,.Florida DEP for.
coastal construction :but .may not be .adequate for. actual scour elevations' exceeding the DEP
assumptions that may. occur in hurricane events. Therefore; : our. analysis-.is..limited to the .D.EP
scour elevation criteria. Additional scour analysis was n6t.included-1h our scope of - work..
We appreciate the opportunity to be of service during this phase of..the project and look forward
to a continued'association.. Please do not hesitate to co ntact.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
10. isZ�'
•'• sTAT! Off. �` 2-2 I
Johnn Kerff! iiP`�pNA1•.�����
Senior P ' 'ec4 ligm6
Florida Registration No, 63218-
Erik Soderstrom, E.I.
Geotechn,ical Department Manager
1' pdf
Watersong. Way -Three-Story Residence
Geotechnical Exploration Report
4852 Watersong Way, Fort Pierce, Florida
February 22, 2021
GFA Project No. 3330.2100018.0000
Page 3 of 10
TABLE OF CONTENTS
1.0 INTRODUCTION............... ....................... :.................................................................................
4
1.1 Scope of Services .....................:.....................:...... ...........
..............:.. 4
1.2 Projecf Description....:..........................:..:............................
.... ....................... 4.
2.0 OBSERVATIONS...:...............................:...............................I
:......................... .. .......4:
....
. .... .... 2.1 :Site Description ..........:..... ,..., ............. ......... ....... ....
. .:......... .. :... ...:...4
- 2.2 Field Exploration........:.................................................
............................... ...........:5
2.3 Visual Classification ............ ..................... :......................... ..:....::.....
................... ..................... 5
2:4 Geomorphic Conditions..: ............:......................................::............................................5
2.5 H dro eological Conditions.....................................::...........................:.........................
Y 9
... 6.
3:0 'ENGINEERING EVALUATION AND RECOMMENDATIONS
...............................................
3.1 General............::.....:......................................... ............ .....
.......................... ....: ..6. :.
3.2 .Pile Foundation Design .....:..................:..:....:.......... ...........
........:..:... . .
3:3 Pile: Foundation lnstallation....:.,...:....:.....................:......:....:.....:.:.
8
. ................. ... .
3:4 Site Preparation..: .....:............: ................. ....
.... ............... ... ..........:8
3.5 Fill Placement and Compactioin ..:......:.................... ........................... ..... .......::9.
3.6 Quality Control and Vibration .Monitoring .................. ........................... ...................9
4.0 REPORT LIMITATIONS., ........:........:........................:.....:...............:,...........................:.......0
5.0 BASIS FOR RECOMMENDATIONS .............. ................................. :.................................... 1.0
Appendix A - Vicinity Map
Appendix B - Test Location Plan
Appendix..0 -.Notes Related to Borings
Appendix D -.tog .of Boring Records
Appendix E - Discussion of Soil Groups
Watersong 'Way Three -Story Residence
4852 Watersong Way, Fort Pierce, Florida
GFA Project No. 3330.2100018.0000.
1.0 INTRODUCTION
1:1 Scope of Services
Geotechnical Exploration Report
February 22, 2021
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 the planned construction. The following scope of. services .is,
provided within this report-
1:. Prepare logs depicting the subsurface soil, conditions encountered in the borings.
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 ,ACIP .pile
.foundation _support 'of the proposed residential structure.
4. Provide. recommendations with respect to pile foundation. support of :the structure;
including pile diameter, capacity, .length, and -other pile design and.installation criteria:.
5. Provide recommendations for site preparation and earthwork construction.
1.2 Project Description _
Per our prior telephone discussions and email: correspondence with you, GFA understands that
a new three-story residence is planned for. construction at the referenced property. Since the
structure (or a .portion thereof) will be located east of the Coastal Construction Control Line
(CCCL), a pile supported foundation is required. Based on prior, experience with similar.homes
:constructed by Coastal Construction and Design, Inc. along Watersong Way,: we have assumed
that the residential structure will be supported by 1,44=inch diameter augered cast-in=place (ACIP)
piles having a design compression -capacity of 30 tons.
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
At the time of our field exploration,- the majority of the property was -generally grass covered.
Both undeveloped and developed residential lots were located north and south.of the property;
the Atlantic Ocean to the east, and Watersong Way and Highway Al to the west.
Watersong Way Three -Story Residence Geotechnical Exploration Report
4852 Watersong Way, Fort Pierce, Florida February 22, 2021
GFA Project No. 3330.2100018.0000 Page 5 of 10
2.2 Field Exploration
Two (2) standard penetration. test (SPT) borings, advanced to a depth' of approximately 40 feet
below the existing ground : surface, were. completed for this study. The boring -depths were
established based upon our knowledge of vicinity soils and confined to the zone of soil likely to
be influenced. by the.foundation construction. The approximate boring: locations are illustrated
on the Test. Location Plan in in Appendix B. -
The Standard Penetration Tests (SPT) were performed 'in. general accordance with ASTM D
.1586; "Standard Test. Method for Standard Penetration .Test. ($PT) 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 a n..indication. of soil strength.
Site specific survey sfaking. for the borings. -was not provided: for our: field exploration :--The
indicated depth':and location of the borings were approximated based upon. existing grade and
estimated distances and:relationships to'the adjacentproperties and: Watersong..Wby-.
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 24.87). After.reviewing the samples, no laboratorytesting was
deemed necessary. The samples will .be. retained 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 web,06 consists of Canaveral fine
sand;: 0 to 5- percent..slopes (10) and Kesson=Terra Ceia complex, 'tidal (35). The'Soil Survey
generally extends to a maximum depth. of-80 inches below gropund surface and is not indicative
of deeper soil conditions: .
Boring logs resulting from our field exploration are presented in Appendix D Log of Boring
Records. The dogs contain .the soil descriptions and the standard penetration test. (SPT) N-
values values logged during the drilling and sampling activities. Note .that the soil borings reflect
information from the specific boring locations only and .thatsoil.conditions may vary. between the
strata interfaces . indicated' .on the .logs: The soil classifications and descriptions shown on the
logs, are. generally based ,upon .visual characterizations. of. -the recovered samples using the
.
Unified Soil Classification. System. See. Appendix -E -. Discussion of Soil Groups, .for a. detailed
description of various soil. groups...
GF�
Watersong Way. Three -Story Residence Geotechnical Exploration Report
4852 Watersong Way, For` Pierce, Florida February 22, 2021
GFA Project No. 3330.2100018.0000 Page 6.6f '10
The subsurface soil conditions encountered in the borings generally consisted of medium dense:
to very dense fine sand (SP) containing yarying.amounts of shell to'the termination depths. As'
exceptions, layers of very loose to medium dense silty fine sand (SM) were present between
depths of approximately 4 and 10 feet in boring B-1. In addition, seams of very soft silt (ML)
and muck (PT) were present between depths_ of approximately:8 and 13 feet in boring B-2. :
2.5 Hydrogeological Conditions
On the dates of our field exploration (February 3 and 16; 2021), groundwater was recorded at
an approximate depth of 4.5 feet -in boring 5-2. Groundwaterwas not evident within.the upper
10: feet of the soil profile in boring BA". Note that the groundwater table will fluctuate seasonally.
depending 'upon local rainfall and .other site specific: and/or -local factors,, including. Adal .
influences from the Atlantic Ocean. Brief ponding of stormwater may, occur across the site. after
heavy or extended.,rainfall events.
No'. add itional- evaluation.was ;included in our scope of work. in: relation to the wet seasonal high.
groundwater table or any existing well field5: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 Pile Foundation Design
Since the residence (or portions thereof) will be located east of the.Coastal Construction Control,
Line (CCCL),, a pile supported foundation is required. GFA. considered the -following design
criteria to develop pile foundation recommendations for the proposed residence:
1. For CCCL construction, the FDEP has'established a 100=year storm elevation (bottom of
lowest structural member) of 17.0 t6 1.7.9 feet NGVD'(1:5.5 to 16.4 NAVD), depending on,
location, for structures within St. Lucie County:
Gf�
Watersong Way Three -Story Residence Geotechnical Exploration Report
4852 Watersong Way, Fort Pierce, Florida February 22, 2021
GFA Project No. 3330.2100018.0000 Page 7 of 10
2. For CCCL construction, the FDEP has established a 100-year storm erosion elevation
(design scour elevation) of 2.7 NGVD (1.2 NAVD) for all of St. Lucie County.
3. A loss of soil support between the bottom of lowest 'structural member and the design
scour elevation of 2.7 NGVD (1.2 NAVD)-Was considered in the pile capacity analyses.
4. We assume .that fill will be placed to achieve final (or near final) grade before installing
the pile foundations. The residence will utilize typical construction and be supported on
columns terminating on pile caps .slightly below the .ground floor elevation, assumed to
be 9.5 NGVD_ (8.0 NAVD).. The top of piles (bottom'of pile caps) will be, approximately
elevation 7.5 NGVD (6.0 NAVD).
The soil.profile revealed by the borings is compatible with supporting the residential structure
upon a deep foundation system consisting of 14-inch diameter-augered-cast-in-place (ACIP)
piles and grade beams. ACIP pile design should be in accordance with the applicable sections
of the 2020 Florida :Building Code, :Seventh Edition, the latest edition of the. Deep Foundations
Institute's Angered Cast -In -Place Piles Manual, and other applicable federal, state, -and local
requirements.
The results of our ACIP pile capacity analysis are summarized in Table. 3.2.1 below. The
evaluations were performed using the commercially available ALLPILE 7.0 software using a
factor of safety of 2.0.
Table 3.2.1 - ACIP Pile Design Recommendations for 14-Inch Diameter Piles
Nominal Pile
Diameter in
Pile Top
Elevation
Recommended
Pile Tip
Elevation
Pile
Length
.. ft
Maximum Allowable
Pile Compression
Ca aci(Tons),Capacity
Pile Allowable''.
Tension
Tons(psi)
—Grout.
Strength
14
Unknown
Unknown
30 ..
29..
5.5
5,000
14
Unknown
Unknown
35
27
7
5,000
14
Unknown
Unknown
40
30
9.5
51000
The design pile depths in the above table are based .on installing the piles at the site grade
existing at the boring locations at the time of drilling. Any fill required to raise the site to achieve
design grade will result in the piles being longer based upon the thickness of the placed fill. If
piles having depths and/or capacities other than those presented in the above table are desired,
GFA will be pleased to provide further recommendations upon request.
The following notes are also applicable to the ACIP pile design:
1. 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.
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Watersong Way Three -Story Residence Geotechnical Exploration Report
4852 Watersong Way; Fort Pierce; Florida February 2Z 2021
GFA Project No. 3330.2100018.0000 . Page 8 of 10
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.
3.3 .Pile'Foundation' Installation
Pile installation- should be' in accordance- with the applicable sections of the - 2020 Florida
Building Code; :Seventh Edition and other applicable federal, state, and - local requirements. 'In
addition, piles should be.installed in accordance with the following:.:
1... Pile Length The proposed piles should be installed as determined .by the inspecting
Geotechnical Engineer.
2. Spacing 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 Alignment - 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 shouldnot be less
than 3 inches. Reinforcing centralizers should, be placed at maximum spacing of 15 feet
at the lower portion of the -pile. 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 (Le., actual grout volume divided by
the theoretical grout. -volume) should be.1.1.
3.4 Site Preparation
Initial'site preparation should consist of removing all surface vegetation, near surface roots, and
.,other deleterious materials within, and to five (5) feet beyond; :the perimeter of the footprint of
the planned construction: Foundations and the below grade remains of former 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 adversely impact. new overlying
structures..
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Watersong Way Three -Story Residence Geotechnical Exploration Report
4852 Watersong Way, Fort Pierce, Florida February. 22, 2021
GFA Project No.-3330.2100018.0000 Page 9 of 10
3.5 Fill Placement and Compaction
Prior to initiating fill placement, the stripped, surface should be compacted until the upper 2 feet
of soil achieves at least :95 percent of modified Proctor maximum dry density .(ASTM D 1557)
We recommend using a steel drum: vibratory roller having. sufficient static weight.to achieve the
required compaction. Density tests, should be. performed :on the compacted 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-. The density: tests should be performed :using either the nuclear method
(ASTM D 6839) or the sand cone method (ASTM D 1556). Hand Cone Penetrometer. (HCP)
tests may also be performed to evaluate soil density.
Fill required for the project should be :inorganic (i.e., contain - less: than 5 'percent by weight
organic material) and classified as SP, SW, GP:, GW,--. SP-SM, -SWSIVI, GW=GP, or GP=GM.
.GFA does not recommend using fill material- having silt/clay-size soil fines ;contents
exceeding..12 percent. :In. general; fill required, to attain design:grades should. -be placed in.
maximum .12-inch thick .loose , lifts, and .compacted to at least. 95. percent of modified..Proctor
maximum dry density (ASTM D 1557). .Each lift of -fill should be compacted and Aested prior to
the placement of the next lift. Density: tests should: be performed: within-. the. fill at'the same.
frequency noted above.
Following installation of the-ACIR piles andconstruction ofthe pile caps and grade beams,.the:
areas next to the pile caps and grade beams will require backfilling. This fill should be placed in
maximum 8-inch thick.loose lifts and compacted to at least 95 percent of modified Proctor
maximum dry- density (ASTM D 1557). The compaction should be performed using portable
equipment; such as vibratorysleds, jumping jacks, or walk -behind rollers.
3.6 Quality Control -and Vibration Monitoring
We. strongly recommend that a GFA representative. be on site: throughout the ACIR pile
installation. This is necessary to determine -if the piles are being installed in accordance.withthe
project plans and specifications; provide an accurate record of the installation, -and provide an
opportunity to correct any anomalous conditions. during the pile placement work. In addition, the
grout mix used to form the piles should be sampled and tested for strength on a- regular basis.
The construction will be close to existing residential structures and Watersong Way that could
be. susceptible: to damagefrom vibrations:.generated at .the site 'during site preparation and
foundation installation. GFA recommends 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. A proposal for GFA
personnel to provide the vibration monitoring during construction will be provided upon' -request.
Gfi�
Watersong Way Three -Story Residence Geotechnica/ Exploration Report
4852 Watersong Way, fort Pierce, Florida February 22, 2021
GFA Project No. 3330.2100018.0000 Page 10.of 10
4.0 REPORT LIMITATIONS
This consulting.report has been prepared for the.exclusive use of Coastal Construction and
.Design, Inc., and members of the design team. for the proposed new residence located at 4852
Watersong Way 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 necessaryto
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; andconclusions modified orverified'.in.writing:by,GFA.
GFA should be provided: the opportunity to review the final foundation plans and specifications
to determine if 6FA'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. addendurn, .GFA
cannot accept responsibility for the interpretation of our recommendationsmade in this report or
in a report. addendum for foundation performance.
Scour elevations used. in pile capacity'evaluations arethose. provided by -'the Florida DE.P for
coastal construction but may not be adequate for actual scour elevations exceeding the DEP
assumptions that may occur in hurricane events. Therefore', our analysis is'limited :to the DEP
scour elevation.criteria. Additional scour analysis .was not.included in our scope of work.
.5.0 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 or away from the borings.
While the borings' are representative of the subsurface conditions' at their locations and vertical
reaches,' local variations characteristic of the- subsurface soils within 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 dates drilled. .
Any third -party reliance of this 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 tothe sampling tools utilized and does not reflect the ease'or difficulty to advance other
.tools or materials.
Site Vidin-ilymap
Watersong Way Residence.
4852 Waterson. ' Way'l.
Fort Pierce, Florida
PROJECT NO.: 3330.2100018.0000 DRAFTED BY: JR' - REVIEWED BY: JK D'ATE:.2/9/2021
Ll
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 baaclkfilled to adjacent site grade using drilling spoils and patched with
asphalt cold mix in pavement areasji
4. The Log of Boring records represent. our interpretation of soil conditions based on visual classification of
the soil samples recovered from thei 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 Winches 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-(F CP) 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 t e cone tip into the soil strata at specific depth intervals..
8. The soil:and/or rock strata. interfacei 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.-geainedsoils (sands/gravels) and consistency for fine=grainedasoils. (silts/clays)
are described as follows:
Coarse Grained'Soils:(Sands
and Gravels) -"..
-Fine Grained Soils
(Silts.and
Clays)..
::,SPT
N-Value
HCP Value
k /cmz „
(g )
CPT Value•
.. _ (tsf) '..
Relative
Densit y ..
SPT
N-Value.
. HCP value.
k /cm?
(g ) .
CPT Value
(tsf)
Consistency
0-4 :.
- 0A 6
-20
: V .. 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 -
4:1-120 .'
'Med.:Dense .
• ' 5-8 :.'
>35
:.' 7-12.-
:. Firm
31-50
:. 1.17-196
121-200
:. Dense.
: 9-15
..
43-25 : ,
'. Stiff
>50
> 196
>200 :
Ve Dense
: - 1 &30
26-50.
Ve ..Stiff.
>30 .
>50 - .
Hard . - - . .
10. Grain size'descriptions are as follows:`
.Description' : ::
Particle Size Limits'
.Boulder' - :: -
Greater -than 12 inches . ' • .
Cobble,''
3 t6 12 inches
Coarse Gravel
3/4.to. 3 inches'
Fine Gravel :. - .. ::
No. 4sieve.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
I Modi ler.-
<5%.
Trace
Less than -1132"
Fine roots
.5% to'12%.' .:
Little. ::
ihs ".to.?/4"- ..
-Small roots .
12% to 30%
Some •.
��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%: Sli htl 'to Hi hl Or anic 25%.to 75.%: Muck; >75%: Peat .
a
L9Universal Engineering Sciences LOG OFBORING NO B
607 NW Commodity Cove
IL
n Port Saint Lucie, Florida 34986 PAGE 1 OF 1
(772) 924-3575
o
Y CLIENT Coastal Construction and Design, Inc. PROJECT NAME •Watersong Residence
LU
o PROJECT NUMBER 3330.2100018.0000 PROJECT LOCATION' 4852 Watersong Way, Fort Pierce, Florida
a DRILLING CONTRACTOR,. Universal Engineering Sciences HOLE DEPTH 40 ft HOLE DIAMETER .3 in
w DRILLER JB/PS DATE STARTED 2/3121 ` COMPLETED. 2/3/21.
5 DRILL RIG GeoProbe. GROUNDWATER LEVEL: . AT TIME OF DRILLING' —
w :METHOD 'SPT LATITUDE LONGITUDE
w NOTE: HAMMER TYPE
w
dd
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in
f2
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. ,1 Topsoil (1") .
2.0. Brown fine sand (SP)
o
10
18.;::
•'
2
1,1:
Gray fine trace -shell (SP)
m
..
11
22
a.d .
w
0
.5
7
fine
Gray silty fsand (SM)
5
3
�
14.
z
3.
.•'6.5
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2 "-
4
:5
12
, ;
, .' Dark gray silty fine sand, few organics (SM)
5
5
2.
i
G
-
2
10.0
10.
8.:
Gray fine sand; little shell (SR)
W
6
. 1s
22
24.
40
N
.13.5
7
13
Gray -fine sand; to sand, .little. shell (SP)
trace cemented
`
: ,: ,.'
o
0 15
m
0
9
22.
N
0
�.,
18.5
8
:12 .
15..
t0 little shell
Gray fine sand,' trace II (SP)
a
.:..
U) 20.
16
. 33.
w
0
a'
w
F
9
13
1a
W 25
.27
o
g
IV
N®®E
F
0
g 33.5
W +�l Gray fine sand; trace.silt and shell (SP)
a 30-
35
0
a
;.10 .. ..
a 12 s. 15. 40.0
Boftom of borehole at 40.0 feet.
o Universal Engineering Sciences
LOG
BORING B-2
607 NW Commodity Cove
.OF
,Port Saint Lucie, Florida 34986
PAGE -1
OF 1
(772)924-3575
0
U .CLIENT Coastal Construction and Design, Inc. PROJECT NAME Watersong Residence
s PROJECT NUMBER 3330.2100018.0000
PROJECT LOCATION 4852 Watersong Way. Fort Pierce,. Florida
a DRILLING CONTRACTOR . Universal Engineering Sciences HOLE DEPTH 40 ft
HOLE DIAMETER 3 in
w DRILLER PM/PS
DATE STARTED 2/16/21
COMPLETED. 2/16/21
b .DRILL RIG GeoProbe
GROUND WATER LEVEL: _ T TIME OF DRILUNG 4:.50 ft
w METHOD SPT
LATITUDE
LONGITUDE
w NOTE:
HAMMER TYPE . .
w
}
a
W
uj W
(6
W.
We
c
o. w
g'
g g
.O �'
Q
>
a p.
MATERIAL DESCRIPTION -
U) w
z W
W
CO
U)z
mOV
z
�(9
�O
u.
O
o:
..
0O
6
Brown fine sand, trace shell (SP)_
1
7
13..
10
N-
.B
.. ..
..
..
2.
.
_ 15
3
......
••
ao
W
�
.a
12
-
shell (SP)
Gray fine sand; trace s
5
w
3
15
27..
, :...
z
w
18
10,
W
4
18 :
37
8.0 "
20 .
a
2,
Gray silt (ML)..
5
i
10.0
z .90
0
0
..
Dark brown muck
w .
6
p
WOH
.(PT)
n
OD
7
13
30
Gray fine sand, trace shell (SP) .
0
42
72
0 15
m -
0
N
'a
12.
..
8
1s
.
27
43
20
w
EL
j 23.5
18 . Gray fine sand, little shell, trace cemented sand (SP)
w 25
20 38
0
ga 33.5
W 11 18 37 Gray fine sand', trace silt and shell .(SP)
0 35
I 12 ie 38. lao.o
20
Bottom of borehole at 40.0 feet.
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 plasticfines (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 doses not interfere with their free=draining. characteristics..
GP and SIR 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: .
excavatioh:inwhich. graveI:and sand layers are mixed. -
GM'and SM Groups.ln general, :the.GM,and SWgroups 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 Ime
on the plasticity.chart.
FINE GRAINED. SOILS
General. A soil is, classified as fine-grainedif more'than 50 percent of a representative
sample of the material passes the Nd. 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 (QQ and medium
to high, plasticity (fat) clays (CH) having eitherlow.(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 plays also be sandy clays or silty.clays. The moderate to
high plasticity clays can also -be sandy clays and. include some. volcanic clays.
.
_@UN1V:E.RS.A_
,ENGINEERING SCIENCES .