HomeMy WebLinkAboutLetter; Supplemental Geotechnical RecommendationsFlorida's Leading Engineering Source
Environmental • Geotechnical • Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance
July 6, 2018
Coastal Construction and Design, Inc.
Attn: Mr. Mario Arbucci
235 NE Abaca Way
Jensen Beach, Florida 34957
Subject: Supplemental Geotechnical Recommendations
Proposed Three -Story Residence - Addendum #1.
4832 Watersong Way, St. Lucie County, Florida
GFA Project No. 18-7505.00
Dear Mr. Arbucci:
GFA International, Inc. (GFA) is pleased to submit this addendum to our original Report of
Geotechnical Exploration (GFA Report No. 18-7505.00) dated June 25, 2018, for the referenced
project.
GFA was requested to provide additional recommendations regarding pile capacities and installation
length. GFA was informed that recommendations for a 60 kip (30 ton) pile were desired.
For piles with an installation grade even with the existing grade of the site at time of drilling, GFA
estimates that a 14-inch diameter augered cast -in -place (ACIP) pile installed to a depth of 32 feet
below existing grade can provide a maximum compressive capacity of 59 kips (29 tons) and a tension
capacity of 6 kips (3 tons). GFA estimates that a 14-inch diameter augered cast -in -place (ACIP) pile
installed to a depth of 30 feet below existing grade can provide a maximum compressive capacity of
58 kips (29 tons) and a tension capacity of 5 kips (2.5 tons)..
'.. The other recommendations from the referenced original geotechnical report are valid, remain
unchanged, and should be followed.
Respectfully Submitted,
GFA INTERNATIONAL, INC.
Florida `qpr IA 4 'bfi,A)ithorization No. 4930
_%CENSF
63218 Pb :t
• S. OF
•'�4ORION. •
OgTy
John Kent, P.E. r IoVanlie, E.I.
Senior Project Engineer r yer
Florida Registration No. 63218 /
607 NW Commodity Cove • Port St. Lucie, Florida 34986 • (772) 924.3575 • (772) 924.3580 (fax) • www.teamgfa.com
OFFICES THROUGHOUT FLORIDA
w
Florida's Leading Engineering Source
Environmental • Geotechnical •Construction Materials Testing • Thresh old and Special Inspections • Plan Review & Code Compliance
July 6, 2018
Coastal Construction and Design, Inc.
Attn: Mr. Mario Arbucci
235 NE Abaca Way
Jensen Beach, Florida 34957
Subject: Supplemental Geotechnical Recommendations
Proposed Three -Story Residence - Addendum #1
4832 Watersong Way, St. Lucie County, Florida
GFA Project No. 18-7,505.00
Dear Mr. Arbucci:
GFA International, Inc. (GFA) is pleased to submit this addendum to our original Report of
Geotechnical Exploration (GFA Report No.. 18-7505.00) dated June 25, 2018, for the referenced
project.
GFA was requested to provide additional recommendations regarding pile capacities and installation
length. GFA was informed that recommendations for a 60 kip (30 ton) pile were desired.
For piles with an installation grade even with the existing grade of the site at time of drilling, GFA
estimates that a 14-inch diameter augered cast -in -place (ACIP) pile installed to a depth of 32 feet
below existing grade can provide a maximum compressive capacity of 59 kips (29 tons) and a tension
capacity of 6 kips (3 tons). GFA estimates that a 14-inch diameter augered cast -in -place (ACIP) pile
installed to a depth of 30 feet below existing grade can provide a maximum compressive capacity of
58 kips (29 tons) and a tension capacity of 5 kips (2.5 tons).
The other recommendations from the referenced original geotechnical report are valid, remain
unchanged, and should be followed.
Respectfully Submitted,
GFA INTERNATIONAL, INC.
Florida CRINfitUtU k*6uthorization No. 4930
OW4
* .63218 * _
OF
All
ONAL
John Kent, P.
Senior Project Engineer
Florida Registration No. 63218
Vi/&llie, 4E.I.
r ' ct Manager
607 NW Commodity Cove • Port St. Lucie, Florida 34986 • (772) 924.3575 • (772) 924.3580 (fax) • www.teamgfa.com
OFFICES THROUGHOUT FLORIDA
' Florida's: Leading Engineering Source
Environrriental • Geotechnical • Construction, Materials Testing •Threshold end Special Inspections • Plan Reyiew B.Code Compliance .
R1VATt
June 25, 2018
Coastal.Construction and Design,.Inc.'.
Attn Mt. -Mario Arbucci
235 NE Abaca.Way
Jensen Beach, Florida 34957'
Subject:.. -:Repo rt.of-'Geotechhical Exploration
Proposed Three-Story:Residence
4832.Waterson.9 Way; St. Lucie'County, Florida
GFA Project No::18-7505.00 ,Rev: #1
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 Proposal. (1.8=7505:00); .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,report.contains.the results of our subsurface,exploration and our engineering.
interpretations of these -.with respect to the. project :characteristics: de'scribed to :us; including
providing recommendations,for site: preparation and the design of the foundation system.
Based onconversations with -the client- .the project consists. of constructing. a . three-story.
elevated residence.: A review of.tfie FDEP..MapDirect Web. Mapping site indicates the .majority:
" `of the. property. is located '.east of. Ithe Coastal Construction Control Line. (CCCL). GFA
understands. that the-. residence will ' be .three _levels or: will., be elevated above a lower level
garage that.will.have walls -and ground, floor slab of frangible breakaway design. .
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..
Two (2) standard, penetration test (SPT) borings, advanced to depths of approximately: 35 feet
below the existing ground surface; were completed for this study.
The subsurface soil. conditions encountered. in the borings. generally consisted, of loose.to' very
dense. fine sand. (SP), fine -.sand with.. silt..(SP=SM),. and. ,silty fine, sand (SM) to.:adepth of .
approximately! 3.5 feet,_ then medium, dense'to very dense. fine :sand (SP) and cemented sand .
(GP) to. the boring . termination 'depths'. of:.approxirriately :35 feet :below. the . existing ground
607 NW Commodity Cove :'Port St. Lkie,..Florift 34986 : (772) 924-3575 (772) 924.3580 (fax) w fflA6amgfa.com
OFFICE$ THROUGHOUT FLORIDA .
Proposed 3-St6ry Residence . Geotechnical Exploration Report
48.32 Watersong Way, St: Lucie County; Florida June 25; 2018. .
GFA. Project No. 18-7505.00. Page 4 of 11
1.-.0. INTRODUCTION
1.1 Scope of -Services
The objective of our geotechnical services .was.to collect subsurface data for the subject project
summanze the ..test. results, and. discuss. 'any apparent.. site 'conditions that may. have
geotechnical significance.for building .construction.- The' -following scope."of services are provided
within this report:
1. Prepare soil. boring..logs. depicting the :subsurface soil conditions..encountered • during our.
field .exploration. "
2:.. Review the soil samples obtained: during our`field-exploration= foe- classification:and.- additional: --
testing if. necessary.
3.= Evaluate the .existing soil conditions, found .during.our exploration with respect to.foundation:
..
supportfor the.proposed.structure: .
4. Provide recommendations with respect to ACIP pile.:foundation supportof the structure,
including allowable. capacities; bearing elevations,' and.'foundation :design parameters: .
5... Provide "site preparation procedures for the: proposed .construction.
1,2 :Project Description. .
Based on conversations with 'the.'. client; the project consists, of: constructing a, three=story
elevated residence. GFA.understands.that the -residence will be:three levels or will be elevated ..
above a. lower::level garage -that will .have walls. and: ground floor slab of frangible breakaway.
design. We "assume the residence,will utilize. typical construcfio ,,:be supported:on columns,
terminating on pile caps.slightly.below the ground level elevation', and the top of piles.(bottoni of.
pile caps) would be at about "existing, grade.'.
A review of. the FDEP. MapDirect Web .Mapping. site indicates the majority, of.th.e ,property. is:
Iodated east of :the.. -Coastal .Construction Control Line (CCCL):. Therefore,. the . proposed
residence must be. supported .by a deep foundation system. GFA' recommends, that ,augered
cast -in -place (ACIP).piles be used,for this site. "It is also: recommendedahat frangible. ground
level floor slabs and ground .level walls also be pile supported due to the presence .of unsuitable.
soils (organic silt). -encountered in the borings.
We have not received any ,information regarding `structural loads. For the foundation. .
recommendations' presented in this report; we assumed the maximum column load will be. 80.
kips and the maximum wall loading will be 6 kips per linear foot.
A topographic. map of the property. has.not been:provided..'Based on the.assumpti6n, hat:the .
proposed residence will have a grade approximately. equal' to . nearby residences, the site is., .
either at or near final grade.
Proposed 3-Story Residence Geotechnical Exploration Report
4832 Watersong Wak, St:16cie County; Florida ' Aine 25,. 2018
GFA.: Project No. 1 &7505.00. : Page 6 of 11
2.4-..Geomorphic Conditions .
The geology of the'site�as mapped on,the. SoiL:Surveywebsite:consists of Canaveral fine
sand, 0. to 5. percent slopes -(10) and. Kesson=Terra. Ceia complex; tidal (35): These -are sandy
soils and organic 'soils are not 'indicated: It should -be noted that the.Soil 'Survey.generally.
extends to a.niaximurri depth'of.80 inches below ground.surface-and-is.not'.indicative'bf'deeper
soil conditions. . .
The boring logs resulting from'.our'.field exploration :are presented: -in =Appendix' D = Record of
Test: Borings::The: boring logs. depict.the.observed .soils:in graphic .,detail..:The'.SPT.borings
indicate he penetration.resistance(N.=:values) logged during the drilling andaampling activities:
.The. classifications .and:'.descriptions shown on. -the:: logs are. generally'. based upon visual.
characterizations. of the recovered . soil' samples., -The, soil :sam.pies'. have. beeri. classifed::in
:'deneral..'accordance with ,the Unified Soil':Classification :S.ystem, modified as _necessary: to
describe:typical,Florida conditions. See Appendix F=:Discussion.of :Soil, -Groups' fora detailed
..
description.of various.soil groups.
.The -subsurface. soil conditions. encountered 'in the borings generally consisted; of.loose to very
dense fine. sand, (SP),..fine :sand:'with silt.: (SRSM); 'and silty 'fine' sand (SM) to a depth of
approximately 13:5 feet; then' tnedium.:dense.to.very:dense .fine sand (SP). and cemented sand
GP Ao .the- borin teri iination.� the. of a roxirriately� 35 .:feet. below the. existin round
9
.. .. P. PP:. .. 9 g
surface: 'As an :exception; a, layer of -soft organic stilt: (.PT).was .encountered: in boring SPT 4jrom
a depth'of approximately ;8 to-..13.5:feet.below existing grade. Please. refer to:Appendix D
Record:of Test Boeings fora detaiied account of:the'-borings.
2.5 Hydrogeological Conditions
On the date :of our field: exploration, the -,groundwater :table..was . encountered . at depth of
approximately.2.6.. and 6:2 #eet below:the exis#ing ground.surface: ' The..groundwatertable. will
fluctuate .seasonally:depending upon;local-.rainfall and other site:specifc and/or local influences
�. including the water levels in the. riearby In tracoastaFWatenaay (Indian. River);and;Atlantic:Ocean
with tidal influences. Brief -of storrriwater may:occur across the -Site after heavy'rains:
No: additional evaluation was 'included -in our scope of work in relation- to the wet seasonal :high
groundwater: table. orrany- existing .well fields in the vicinity.-Vell fields may influence-water.table
levels. and. cause significant fluctuations. : If a more .c. mproherisive water table analysis is
necessar
y, please.contacf our office for additional guidance:
3:0.' ENGINEERING. EVALUATION AND RECOMMENDATIONS
3.1 . enera
Our'gbotechnical engineering. evaluation of.the site and subsurface -conditions, at:the propeity,,
With: :respect to. the: :planried: construction,., and our. recommendations for.site,breparation, and
JoundatiOn. support,.Eire*based:u on 1 oursite observations, 2 the field dataobtained; and. 3
our.: understanding of: the: project information .and..' structural.. conditions as. presented in..this.
.Proposed'3-St6ry Residence - :Geotechnical'Exploration Report
4832 Watersong'Way, St:.Lucie' County; Florida June 25;..2018.".:
GFA.: Project No. 18=7505.00. : .Page 7 of 11
report: If, the. stated conditions are incorrect,. or if. the project -description, is: Yevised, please
inform GFA-so that we may, review ouC reCOmmendationS.vvith.respect to -any modifications:'
-We note that the applicability of geofechnical 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- Orplimina.ry
and: final_ site :and :grading plaris,: and. structural design -loads to validate .all :recommendations
provided .iri. this report.: Without, performing: this review; :our- recommendations should. not.,be
reliiied. upon for.final design or.construction of any: site improvements:::
3.2 Foundation, Recommendations..
The residential -.structure will. be located east of :the Coastal:Construcfion: Control. Line:
(CCCL) and : therefore : a pile . supported ,foundation is required..' We . recommend': that -
..
fran able round floor slabs'and round level walls'aiso.be-. ile supported due to the presence.of
unsuitable'soils: (organic silt), encountered in the.borings: .
Thefollowing:design parameters were used for.developing pilerecommendations: :
For CCCL construction; the FDEP:has establisheda 1,00- ear storm elevation bottom of.
lowest structural .member) of +1.7:0 to: +17.9, feet NGVD (depends :on location): for.
structures.within'St. Lucie County:
For. CCCL construction; the FDEP 'has established .a 100=year storm: erosion elevation
(design: scour elevation) of.+2.7. feet: NGVD for all: of .St. Lucie County:
➢:.A. loss of soil: support.between the bottom: of lowest structural member and.design scour
elevati6n.:(+2,9: -feet NGVD) ..was included.: in compressive, tensile, -and lateral: pile .
capacity analyses: .
..1Ne assume the -residence. will utilize typical construction.and- be supported on columns
terminating on pile.caps.'slightly below.the ground floor-elevation..W.e assume. that.fill will
:-.-be placed ttiachieve.final. (or near final) grade before installing the: pile 16un,dations; and
top: of piles.(bottom-of'pile.ct would be about +8 feet,NGVD:
Considering the subsurface conditions encountered .at the :boring.:locations- GFA:recommends
..
that -'an. augered., cast=in=place -(ACIP) pile ' deep foundation. system :be' used to: support Ahe :
proposed 'residence: ACIP. pileinstallation procedures should be peifo.rmed. in accordance. with
the guidelines presented MAN latest edition of the'.Deep-Foundations ]hstitut&s Augeeed Cast=.
In -Place Pile Manual:.'
The. results-of:our ACIP :pile capacity evaluations. are summarized in table-.below.'The: lateral
capacity and pile top deflection -were calculated using the. commercially.availakile ALLPILE. 7.0
software:....
ACIP'Pile
Recommendations for Pile Supported Structures. .
Nominal
Maximum...
Pile.
:.
Pile'.
:Pile Top
Recommended
Pile
Allowable Pile -..,Allowable
Grout
Diameter
Elevation :
i
Ple Tip . _::
Length '
Compression
:Tension,
.File Lateral.
Strength
in • • :.
• NGUD
Elevation =
..... ' ft
Ca ads "
: Ca acit '.
Ca aci '" :
' .: si
14
Unknown :
' . 'Unknown."; :
35.'
60.kips .
8,kips
Free Head)`,
i
F xed Heaii
*. Pile .Capacity. Graphs, shown in Appendix E.-
"". For;calculated ,pile: top deflection of % inches 'at, gro.und surface/top .of pile. elevation:. -
..The:pile design. -curves resulting from our -analysis are:presented in :Appendix:E. lf:piles.having.
either lesser.or•greater.capacities: are..required other.thaii those presented. iri::the. above table; :
GFA would be :pleased..to provide further recommendation': upon .request.:
The ACIP piles, .must -be: installed. at least ,3 feet into. dense sand/cemented -sand strata::
Therefore-, lengths greater,'than: 3.5 feet may be. required: The 35:feet -pile length. is --based
on installing:the .:piles: "at .'site..grade .(i.e.,. grade: approximately .even- with the adjacent
roadway) existing :at; time, -of drilling. If additional fill will be. required to raise'the site #o
achieve' design grade;_tlie piles will be longer'according to.the.depth of fill added.:
. The 'dense . sand/cemented ' sand.. -strata may. • provide auger refusal :-during ACIP`, pile.'
Installation". The piles. -may be terhn1nated..prior. to Achieving•the:.recommended 35. feet.. .
_depth if -auger refusal is'realized '.Refusal.is defined as.a minimum of 3.minutes-drilling
for 3 inches or less auger -penetration into, the very dense strata:
The:following notes are also'applicable.t0 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 reinforcementshall.be.as.designed:by,the project'Structural.'Engineer:..
-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
i
le.section :b the. •ro ect Structural. En sneer:
•P. y P .j g.. .
3. The pile.reinforcement should be •sufficiently -embedded in the pile.cap to afford a fixed
end connection,. as required. :
3.3 Pile Installation.
Pile. design. and. installation should. be- in.accordance with:the applicable:sections of the.Florida
..Building :Code, and .other applicable federal, state and- local -:requirements. ;In addition; piles
should be installed1n accordance:with,.the following: .. .
1.. Pile Length. - The proposed .piles :should .be installed..as-deterrhined':by.the inspecting.
Geotechnical Engineer. ,
Proposed 3-Story Residence Geotechnicaf Exploration Report
4832' Watersong Way, St:.Lucie County; Florida _June 25, 2048
GFA.: Project No. 18=7505.00. Page 9 of 91 .
.2,-SOacina - Piles installed in. groups should: be spaced at a :center -to -center distanceof not
less than 3.'pile diameters.'
3. -Plan Location'-;- The center of the too-of.any pile. at cut=off.should bo .displaced laterally,
no more than 3 inches from the position shown on tle.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.pei foot of: length:: .
5. Reinforcing..Cage..Positioning..= .The,:top..of the reinforcing cages.installed in, the piles.
.. should .nbt.be more than,6 inches, above .and no more than 3: inchet�below the positions:
:shown in the:plans:-..The: reinforcing cages should..be positioned concentrically within the:
routed ile shaft: The rout:cover over -longitudinal reinforcin bars: should not be: less .
1han.3.inches..Reinforcing central ize. rs. shall. be placedat: max'imum,spacing of:15 feet at
the lower.portibn of the pile and. at 5 #eet from the top of the: cage:
.6. Adjacent Piles . 'A minimum .'elapsed time .'of. 12,hours should ' be : specified.- for the
''installaton.of.piles.located within 5 feet; center -to -center; of each -other. .
T. Grout.Factor:- Tlie :minimum acceptable grout factor-(i:e.-actual grout volume divided: by.
theoretical groufwolume).should be 1:1::,
3;4 :Vibration Monitoring..
The proposed.construction:will be,within proximity.to nearby residentialatructures and'roadways
that:could .be susceptible. to damage from'v.ibeations generated- at:the site., We :recorrimend that.
these -structures and -other bordering landmarks be ''Monitored using a.seismograp... determine
the..extent:of vibration absorption .they are experiencing during :all aspects of.construction..The.
seismograph.,'used':for'mbnitoring::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... .
3.5 General Site Preparation .
Initial site preparation should consist of performing stripping.(removmg surface vegetation; near,
surface roots, --and other deleterious matter) and.:clearing,operations. -This should be, performed
within, and to.: a distance of.:five.(5) feet beyond;. the perimeter. of' -the- proposed. construction.
Foundations_and.any below grade remains of other structures that.are within the footprint .of.the. .
new construction should also be removed. .'Similarly, utility lines should.' be removed o.r.'properly.
abandoned so that they will. not -affect new.overlying. structures.
The:striipped areas. should be proof rolled..and compacted until the upper 2, feet of soii.achieve: a.
: density of at -least 95 percent of the modified:Proctor maximum, dry density. (ASTM D�.�155:7). We
recommend using a steel drum..-ibratory roller with sufficient static weight and.iiibratory impact
energy to achieve:the requieed.compaction.. Density tests *should.be, performed. on the proof
Proposed 3-Story Resideciae . :. Geotechnical Exploration Report
48.32 Watersong Way, St: Lucie County; Florida :. : ` . June. 25; 2018.
GFA; Project No: 1 &7505.00. : Page 10 of 11 :
rolled: surface:.at a .frequency of not less. than one test.per 2,500 square. feet; or a minimum of
four(4) tests; whicheveris greater: .
Fill. material required for the projectshould be-inorgani- (classified as'SP; SW,.GP, GW; SP=SM;.
SW-SM, GW=GP., GP.=GM): containing no mo.[e than S .percent, .(by weight) -organic materials,.
Fill materials having ' .. g sit clay -size. soil fines.contents. of.more than.12percent. shoutd -not.":. ..:
be used: 'Each- .lift.of:fill: should be: compacted and:tested -prior. to: the place►iient of the next: lift.
Density tests :should -be performed within theAill .at a,frequency of; not :less than ,one :test per : .
. .2;500. square :feet per lift in the building :area, or.a minimum -of three (3) tests per lift, whichever
is:greater- :. .
Following installation of'the �ACIP• piles, and construction of'the pile caps and/or. grade beams,:
the areas next to. the.pile caps and _grade..beams: will. require. liackfilling: •Thebackfihould tie:
placed. -in 6 to 8-inch. thick: loose lifts and :compacted .to : at: least 95..'percent:of the modified .
Proctor.maximum dry.density.(ASTM'D:1557).: Portable. equipment,.such,.as vibratory sleds
J. ping'umjacks,: or'Walk=behind-rollers; should -be used. -for -corn action of the fill next to pile ca s
:..1
and grade:beams::.
The: "construction activities, -associated with : site: preparation .and .foundation installation triay
produce- vibrations-that,:could adversely impact':nearby stwctures:.We .recommend that.these ..
structures be .monitored before and during the earthwork. and foundation.'construction phases of
.:the project.A proposal forGFA personnel.to provide the -vibration monitoring,du'ring'construction,
will be.ptovided uponrequest:-
4.0..' REPORT LIMITATIONS
This consulting _report:has Been prepared'for the: exclusive:use of the"current owners) and other
members: of the design team for the proposed residence located 'at-4832 Watersong .Way in. St: : .
Lucie. County; . Florida, -This .report has: been prepared in .accordance -with generally accepted.-
local:geotechnical engineering Practices; no. otherwarranty is ezpressed..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 the time of 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 ahe :proposed :stricture, the
evaluation: arid-. opinions- contained .in ahis report shall not be considered-. valid unless ahe
changes. are reviewed; and conclusions modified: or verified in writing by GFA: :
5.0..BASIS FOR RECOMMENDATIONS
The analysis and recommendations submitted in this .report. are.. kissed ,ori the.. data. obtained
..
from the :borings _performed at the locations indicated on. the Test' Location Plan in- Appendix B...
This .report does not .refiecfi'any variations which may occur between. the. borings....While ahe
borings are. representative of: the, subsurface conditions at their.locations.:and, vertical reaches, .
local variations. characteristic. of .the. subsurface soils: of the region are anticipated and. may. be
encountered..,':The:'delineation. between soil. types: shown on the::boring logs.is:approximate and
.„�. Site. •Location t ,.
p •
1, �, M . • �• � 11 "
Note: Aerial. Photograph: from .GoogleEarth Website. .
Appendlx. C - Notes Related .to Borings
':N.OTE$.RELATED TO BORING RECORDS AND.':
GENERALIZED ...SUBSURFACE.PROFlLES.
1.- . Groundwater levels (if encountered).were recorded either during.'or.following..the boring completion on • "
the date.indicated; Fluctuations in.grouridwater levels are common .=.see_tlbe reporttext for-a:discussion, . .
2: The boring,locatioas,were identifed.ih the -field -by estirriated.distances and offsets from existing,reference
marks and/or other.. site landmarks. '
3.:' The .completed:boreholes.Were :b:ackfilled-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.'
th'e'soil,samples recovered from:the borings:
- 5. '.The Log of Boring.records_ sre subject to the.limitations', conclusions, and recommendations presented
the:report text:
6. The Standard: -Penetration: Test (SPT).N-valuescontained.on the.Log. of. Boring records. refer to the total:.
blow counts.of a 1.40-pound drop hammer falling.30,inches:required to, drive a'split-barrel sampler a.total
distarice of 12 inches into soil _strata at. specific depth intervals: :.
.:.: 7.: The Hand. Cone Penetrometer.(HCP)'values contained on ,Log:'gf Boring fecords, and. the,Cone:'.:
..Penetration .Test' CPT values •contained on. the Cone Penetration Soundinglogs refer to the. cone tip
resistance recorded. when pushing the cone tip into the soil strata :atspecific, depth intervals..
8.: The'soil'and/or. rock. strata:interlaces shown on -the Cog of.Boring.records are approximate and may vary: .
:. from those shown..on the logs:.The soil grid%orrock 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. (sarids/gravels)andconsistency -for fine=grained;soils, (silts/clays)'.:
are described as follows: .
Coarse Grained'Soils:(Sands
and Gravels) .'..
.': Fine Grained Soils-(Silts.anid
Clays) ..
. SPT _
N-Value
HCP Value
2
.• -•CPT�Value
-elative :
.'Density. .. •
:: SPT
N-Value:
.' HCP.Value
(kg/cm 2
CPT Value
C onsistency
..
04 ::
_.16 .
0-20....
: Ve - Loose
: 0-2 ...
.. .. -.20 : ..
-3
VeiN Soft
:' • :5-10. • '
.17-36.
21-40 :.:
Loose ' - :
3-4 � ..
21-35 "
4-6
Soft:
11-30
:'.37-116 ••
.4:1=120
Med.:Dense .
578 :.
. >35
•7-12..
:. Firm' • '
31-50
:. 117-196
.121-200
Dense.'
9-15
13-25
:. Stiff
- >50
> 196 :.
'..' >200 :
Ve . Dense
. • 16-30
26-50.
Very- Stiff.
>30.
..
>50 • . •
.: Hard ... ,
10. Grain size descriptions are as follows:':.
11..' Definitions for modifiers used .in soil/rock. descriptions:
Proporiion .. ". : :,
Modifier .' . :.
Approximate'Root Diameter ..
Modifier'
<5%
-Trace-
Less than './3z"
Fine roots .
5% to 12%',:: .• .
,Little. :
/sz'..to. '?/4"...:: ::
Small roots
12% to 30%
some
1A"to., :
'Medium roots
30% to 50%'.
And
Greaterthan .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: -
Or anic Content.Modifiers: <25%: Sli htl 'to Highly Organic', 25%.to 75%:. Muck; >75%:••Peat
Appendix.D -.Record :of Test Borings
LOG- OF BORING SPT-1
GFA, Intemational PAGE .1 OF..1
.CLIENT Coastal Construction -arid Design ' .'PROJECT NAME .'Lot 39:Waters6mg .
PROJECT NUMBER 18-7505.00 PROJECT LOCATION " 4832 Waters6n4.Way. Ft: Pierce.
DRILLING CONTRACTOR. GFA International :lnc. • - „ HOLE DEPTH 35 ft. - HOLE, DIAMETER,
DRILLER PM/JB DATE STARTED . 6/7/18 : COMPLETED. 6l7%18
DRILL RIG Simco GROUND WATER LEVEL: AT TIME OF DRILLING 2.60 ft
METHOD' 'SPT' " :: '' LATITUDE 27.39144 :: LONGITUDE '=80.26666
NOTE: HAMMER.TYPE .
:.:
-A SPT-N VALUE &
p.
U
nw w
• �' '
to
w
W
tJ �.
20 ....40• .60: 80
0
(
¢
° O
MATERIAL DESCRIPTION'
� 2
>O
�
_
¢.
w
w
p .
w
40_ -
,
2z.
ii...�•z.
m 0
O.Z
�'Z
20 40 60' 86.
❑ NT (%) ❑
FINES CON
w ..
N .
�
V.
O 0:
20•. 0. .60 '80 .-.
:.. .
:.,.-;....Gray'fine
sand, trace shell (SP).
7
o
SZ
r.
am
cc z.
;:.....
3
z' s.'
.5
w
:...
a . .
4
6
,
'.trac
Gray sand,
s•oy
Gray organic silt. (PT).
Lu
:.
2
0 10.
o_.
Gray fine sand, few shell fragments, few cemented sand
':: >.
Pieces (SP.):
.. .
6
49..:
61.
15.
Gray fine sand, trace.shell
3s.
':: _•..
.(SP)
89.
m
.
23.5:
Gray fine sand, trace shell (SP)
8
2z
. -
32
60
. 2.5
:•.:.
w.'::
•
28.5..
Gray cemented sand:(GP).(Refusal 50 blows for V)
g
So
.
50.
a 30.
o.
°.�
0
0 . 0
33.5..
:..::.:
Gray fine sand (SP)
5
:•
LL
; •:•;..
1:3
9 o.
Bottom of Borehole at 35.0 feet:
GFA, International - . , ..... .. ' :. .....
..
PAGE-1 OF. .1 .. '
�nNer�`'
.CLIENT . Coastal Construclion-and Desiah ' . ' ' .: •' '
PROJECT NAME :Lot 39.Watersona
.
PROJECT NUMBER '18-7505.00 '
.
PROJECT LOCATION' 4832 Watersond'Way, Ft: Pierce.. '
- ...
'DRILLING CONTRACTOR'. GFA Interriational Inc.-
HOLE DEPTH 35 ft.,
HOLE DIAMETER .'
DRILLER MM/SH "
DATE STARTED . 6018 ' . "
COMPLETED. - 6/8%18 '
DRILL RIG Simco -
:GROUNDWATER LEVEL: SAT TIME OF DRIWNG 6:20 ft
:METHOD' SPT' :: : : :: : .' ' :: •'
LATITUDE 27.391471,
::
.'LONGITUDE •=80.266837:
NOTE: ::
HAMMER.TYPE
0
0.•
SPT' N VALUE A '
p..
:.aw ..
>''
..�
W.
�_�-�.
20 '..40--.60: '80.. ..
f-�.
a
_
F-
¢
_U..
_
c7
o_ p
.. .. :.
MATERIAL' DESCRIPTION,..
J
o'..
' .0. •
?f-
0 =_
�-
. ¢�
�z
Zi-
Z
PL MC .. LL . .
..
p :
w..
"..
m O
o -
Z
20 .. 40' .. 60 ' 80..
Lu
'.. '..
'
..
FINES CONTE
..20-.40 - 0 '80
;:...
Gra :fine sand SP
.. ..
J
'':.r.':
.. .. .. ..
.. ..
2
15
15
30.
'
..
4.0 . .
.. •.
is
-Gray f ne sand with silt (SP-SM)
is
z 5.
;:::
:-. .
3
is
34;
.
w
o
-
;:;::.•:;;
-. Gray fine sand (SP).:
: 12
W
....
. -..
. � -
..
4-'
12
15
.27•
,
n
179.0
1
J5
'
'
'Graysil fineaand SM
:.
S '
10.
:
::...
.
-5
:.:.
13.5-
:.;•:::::
Gray fine sand, trace:shell
�1
' -
.(SP)
:: .
6
12..23.
m 15.'
..
:'..-..
.
18.5'.
o
'.'..'
: • Pray sand with shell fragments :' "
14
..:.
.:
:.
7 .
•.. ''
c~i ' 20.'
.�•�•
zo
c.'.:..
23.5 ..
m
:•
•• - Pray fine sand, trace:shell
�2
.(SP) ..
8.:
15..30.
25:
..
28.:'
Gray fine sand, few shell fragments (SP)
ia...
a
:..•.
LL; 30
;...
Boftom•of.borehole at35.0 feet:
•
..torwwSlon Capacity; Qdw•kp: .
a
pQ
o.
Uplift Capacity,. Qup-kpco
. G
A
m
N
T'
:m
rAi
. o.
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: sous
containing -little or no plastic fines (less than .5' percent , ssirig the No: 200 sieve). The low.
fines content :does. not.noticeably..chang.e:the shear strength, characteristics of these:soils
.and, does not interfere with their free=draining- characteristics- : .
GP. and .SP 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: rou s.. The:
. P 9 9 P
materials can. be.called.-uniform gravels, uniform sands; or. non=uniform;mbdures of.:very
coarse materials and very fine sand, -with.intermediate.sizesjacking (sometimes'.called
skip -graded,'. gap -graded' or step -graded): This last..group often. results from borrow, pit:
excavation:in-Whichgravel:and sand layers are mined.
GM:and�SM Groups:.ln general, the.GM:and SM.groups 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. no. considered significant and both well
and poorly graded materials are'.included.
GC and.SC Groups. In general, the GC and.S.0 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.abovethe
"A line on the plasticity.chart:
FINE GRAINED SOILS
General: A soil is: classified as fine=grained if more. than. 50 percent of a' representative:
sample of.the material passes.the No. 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:bf 50 and greater. Silts and elastic silts can:,
also. contain varying amounts of sandand gravel: Also included in this group are loess
sediments and rock flours.
CL and CH'Gr6ups. These.groups.comprise low plasticity (lean) clays (CL) and 'medium'.'
to high. plasticity:(fat). clays (CH.) having either low (L)or high (H) liquid limits.; respectively,.
CL soils have a.l'iquid limit of.less:than 50 while.CH soils. have a liquid limit. of.50 ;and..
greater.. The. low plasticity clays -can also be sandy cla s or silt cla s The moderate to. .
high plasticity clays can also be sandy clays and-includesome'volcanic clays: