HomeMy WebLinkAboutSUB-SOIL INVESTIGATION REPORTP
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Subsoil Investigation Report
Client:
Contact.
Address:
Project.
Address:
Date.,
, prepared by:
Richard &. Linda Puckett
IYlack Mattos
110967 S. Ocean Drive
Jensen Beach, FL 34957
1?aoposed Single Family Home
10701 South Ocean Drive, Lot 677
Jensen Beach, FL 34957
Friday, May 27, M6
iaterials Testing f Inspections I Environmental
ede" r`a,,1-.,- ..
TESTING INC.
P h o ri e: 954 -784 -2I941
8A0-848-9�9.'19
Fax `954-784-7,875
Table of Contents,
ClientInformation ------------ ---------------------- —----- —----------------------- ----- pg. I
Project Information ------------------------ —----------------------------------- —----- -- pg. i
General Soil Descriptions ------ ------------------ —------------- ------- --------------- pg. I
Foundation Recommendations ---- -------- -------_-------- ___----- _------------ __ pg 2
SoilParameters -------- —-------------------- -------- —--- -=-=----------- =-------=:_--=- pg. 3
Excavations--------------------------------------- -------- =----=----------- ------=-------- pg. 3
Settlement------------------------------ ------------------------- =----=------- —---- --- _-- pg. 4
Grading-------------------------------- ------ —---------------- ---------------------- pg, 4
Appendices--- -------------------- —------------------ =--=----------=------------- -----=---=- pg. 5
Soil Boring Log(s)
Project Location
Soil Boring Location(s)
Soil Classifications
Sampling Procedures
Limitations of Liability
For Your Information
i
Our, findings in this report are based "on soil conditions encountered in the'test bore locations only, proposed structure ,to
be built, (if available At this stage), Florida.Building Code requirements and standard: engineering practices. If'your report
is preliminary (i:e, vacant land or building to be demolished) additional borings are required within a footprint of the
proposed structure once the location &.layout of the pioposed-structure is known.
Please read this report in its entirety and follow all recommendations. Failure 'to do so may result in'the permitting
agency (Building Department, etc.) withholding the Certificate of Occupancy. This will cause delays :and additional
costs. The Permitting Agency will require a final certification or•signing-off of the project priorto issuirig the'Certificate
of Occupancy. .All of our recommendations need to be followed to receive .a final certification from `F E.T., including:
densities,on :each:lift, demucking verification, piling inspection; etc., whichever recommendation applies to your'project.
Please schedule us at. least 24 hours .in 'advance for all tests and inspections, If you, choose to use -another Engineering:
Firm, you must verify'
-will provide you with the proper certification in writing; as; outlined iii our teport. Our Arm.
will only provide a certification letter if it. has verified all work as recommended in o&-report. I
0
MIAMFDAD
Construction Material.
American:Goncrete
Miami Dade
FloA a.Depaament,
Engineering Council
institute,
County
6i transportation,
Attmi
RE:
Dear
A tb
(75)
ofs(
MAY 77, 2016
A & Lindi,Piitkett
"S; Ocean DhV,e.
i'B6ach; FL 34057
Mack Mitios
SubOil likVeifigit" Wn i
Propi*dd Single'Famil' H onie
107 . OF'Soxith'bceanDrive, Lot 677
J6AOdn-BOA6h,
Job
nt to your request Federal. EAgih6erihgr'& T6stingjInc.Ias completed, a:su'b
Tqf6renped site. The 'purpose: of our . .in
vestigation gatibn was to verify, subs(
ition. and',dqsign.
FOPPe 954-784-1941
800-8484.919
FAX 654-784-78751
fed=enqxom
Number j6-sj3-,24,5
I'jnypstigatio-O on OS/25"2"'0'1*6'.at the
.conditions- relative to foundation,
1 of. two (2)FS,PTborings. were,pefforned,according to' ASTM'-D-1586. drilled
rilleddo ntoadepthoftwenty-f1ve feet
elow the ekigt.in4, kfotid. surface.. ($ee attached field sketch for locations). The -following
in is'ageneral , description
stratas fcIirihq subject site:.
1 9
lwater,table elevation, was meagu
red:iminediAtely at. the completion, of each I boring and was found it an -average
)f four (4),- feetbelow existing ground surface.
FluctuAtioll in Water level should he, anticipated due to seasonal
)ns and run off as well. -as varying- ground elevation, construction dpwatering And pumping activities in the area.
ntiacto.f.must familiarize himself'with sitetconditioAs intheevent groundwate'r controls and dewatering, is needed.
flooding. may result underhurricaneconditions and should be taken :int consideration. -in the design of the
.,4.6,-,contractor '6haill.,rliAktsure that groundwater levels, on:aOjaceni. properties are not affected by the contractors
ring activities:: SDec!AJtv groundwater ;contractors shall lie consulted for -all work bdl6w the groundwater, level:.
Friday, -May 27; 2016
1,0701;.South Ocean+DdVe;. Lot 677
Jensen Beach, FL 3495.7
.Page 2
The boring log(s) attachedpresent a detailed description of the soils, encountered at each 4ocatibn. -The soil strati
shown on the, boring log(s) is based on the examination, of the "recovered soil: samples and :interpretation :of the.
field log(s). It indicates_ only the approximate boundaries between. soil types. The actual transitions between a
soil types may'be.gradual.
From a geote ,clinical 'engineering perspective, the: site is suitable for, the;. construction �of the proposed structure, :provi
that the surface -sand layers are compacted in place .and proof rolled. Localized areas .of loose materials. if present, N
become evident'during: site clearing, grubbing ' d,.proof rolling, and must be -removed prior to filling operations.
Based on our understanding of the proposed structure and the information obtained. from our field boring log(s);
recommend, the following procedures for foundation design`::
1) Strip the :entire footings :and.building construction areas plus five (5) feet past the outer perimeter oftopsoil
ground vegetation (when encountered). down to clean,granular material, Any underground structures, ut
lines;. root systems and drainage `trenches;- etc. must be removed in their entirety from be the prop(
construction areas. The city arborisis should be contacted, pnor,to any land clearing toverify compliance
any local nodes:
2) Saturate and compact all construction areas. with.a heavy -self propelled vibraiory.roller to, a -minimum, of 9`.
the ASTM, D-1557 .modified proctor method. Make :a minimum of ten (1.0) ;passes, with :the, roller in
direction.
3) Care should be taken when using vibration incase of.existing structures in'the vicinity of.the construction area..
If vibration cannot be used for 'compactiom- static c6invaction may be applied. However, in this case, the:
compacted layer should not exceed 6 inches :in thickness:.
4) Back -fill construction areas. to .proper elevation if needed using .a. clean granular material placed in lifts nqt to
exceed twelve (12) inches in'thickness. and compacted as per item.2'.-
5) Representative samples of the on -site and proposed fill matenal•should be collected..and'tested to determine the
classification and compactron.characieristics:
6) All construction fill material above ,the: water table shall `be clean 'granular soil, free of organics or other
deleterious,material, and shall. contain no more than. twelve (12),percent fines passing a U.S. Standard No. 200
sieve:(U:Q751nm),,ai.id have a Unified Soil. Classification,(USCS) designation. of GP, GW' GP=GM;. GW=GM,'SP
or SW. No particle -size -greater than three-(3).inchessha'lfbe used'in the top 12;_inches,of the.building pad.
7) Fill `Material 'below the water table shall be washed free draining, gravel such as FDO.T' No. 57 stone; or
'equivalent to about 12 -inches above the water table unless, dewatering is used. When dewatering is used, fill
material -shall bel clean granular`soil, free of organics or. other ,deleterious `material, and shall contain no more
than twelve (1-2) percent fines.pas'sing a U.S. Standard No 200 sieve (Q.0:75mm).
Fridayr May27, 201E
10701 South Ocean Drive„Coi 67.7
IenQ- Beach FL 34957
�`AIGIHEEAING
" I
Verify all densification procedures by taking an, ,adequate number of field density tests in each layer of
compacted material. Density 'tests shall "be" performed on the slab areas, footing 'areas, interior .bearing wall
footings and. column Tad footings. This must be scheduled immediately after Tamp and Spray and/or
Compaction, but before Reinforcing Steel Placement. If reinforcing steel'i s already:in-place, it. must be removed
from -All. areas to be tested prior to performing,derisities.
After the installation, of any plumbing and electrical piping; we recommend that the disturbed area be
recompacted_and additional densities tests•be'performed to verify proper compaction of the disturbed areas.
0) All of the above Geotechnical work shall be, performed under• the supervision of Federal Engineering. &
T.esting's geotechnical engineer or his representative to verify compliance with our specifications and the
Florida"Building"Code. Please call us at 95.4-784-2941 for schediilmg:
1) In the event of existing structures, existing footings or proposed.drainage lines, provisions shall be made by the
structural engineer and" site contractor to protect, all footings fromundermining and exposure. The. geotechnical
engineer shallbenotified of these conditions to evaluate the •applicability of his recommendations.
The above -foundation recommendations being achieved and verified; it "is our opinion that the. proposed structure be
designed for a shallow foundation system with •a permissible soil bearing pressure not" to exceed 2500 P.S.F..Building
pad certification requires satisfactory completion and verification of all the above foundation recommendations..
Slabs placed upon compacted fill may be designed using: a modulus of subgrade� reaction value of 200 pci. The. following
soil p' _rameters shall be used, for retaining wall designs:
• Soil unit weight moist-------------- ----- 110 pcf
Soil unit weight buoyant--------------------------
---------------- ------- ---- 60cf
p---I ---- ---
-'Angle of internal friction-- --------------------------------------- —_ ----- 3.0°
Active Earth pressure coefficient (Ka)---------- - 033
•'Passive Earth pressure coefficient (Kp),----=-------------------------------------- ------ 3.0
Angle of wall .friction• for steel piles----------------------------------------- =------_-----. 300
• Angle of wall friction for concrete"/ brick walls------------------i-----------. 200
• Angle of wall friction: for uncoated steel ---------------------------------------------------. 150
shall not .extend within one (1') foot of the angle of repos& next to :existing footings or structures unless"
Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety. Act
Shorings :shall be""designed and: inspected'by a Florida licensed professional "engineer:
Provis' ons -shall be made by the" architect,,engineer of record and contractor 'to address differential settlements when
tying new to existing structures. Mixing of -different foundation types shall "not be used unless. provided with
expansion joints to address'differential settlement.
Friday. May27, 2016
10701 South. Ocean.Driye, Lot 677
Jensen Beach;. FL 34257
Page 4
Detailed settlement 'analysis was. beyond .the scope of thin 'report. Comparing, the field test data. obtained in
explorationwith our ;experience with structures similar to t$ose,p'roposed for this project,. the ;estimated magnitui
these settlements -is. OS to l inch. Due to the granular nature of the subsurfacematerials, the foundation settlen
should occur` as the loads.are applied and should be virtually negligible by,the end of the building shell completion.
All outside ground surfaces must be sloped away;from the structure to, avoid water accumulation -and ponding. All
waters shall be discharged away from, all building foundations. Verify al1'water, sewer, - I" i ing, ,sprinkler and drai
.lines are. properly:functioning with no.leaks,inahe vicinity of the°foundation.
Regardless of 'the, thoroughness of a geotechnical exploration, ,there is:. always the possibility 'that conditions may
different from those of the test -'locations; therefore, Federal Engineering & Testirig, Inc. does not guarantee any sub
condition between the bore test; holes. A, site plan showing -the location of the proposed structurewas:not;provided. at
time the soil. borings were performed, Once plans and.ve. cifications have: been finalized: and drawn, Federal Engineer
Testing, Inc. shall be provided. a copy of the .finalized plans .and. specifications for review. For a more,accu
portrayal .of subsurface .conditions; the site contractor <should: perform test, pits. Jf different conditions are encounte
Federal Engineering. & Testing_Inc., .shall be.notif ed to review'the findings and make,any recommendations as nee(
In accepting this report the client understands that all data from the; soil borings is .intended for..foundation :analysis c
and is: not to'be used for- excavating, backflling.`or, ,pricing estimates, The site. contractor must, familiarize .themsel
with the job site conditions.
Environmental analysis -of the soil materials is not part of the scope of services If `environmental analysis of the soils is
required, we: can provide a proposal .for performing- an environmental analysis of the .soil materials. For Environnien, .1
due,dil gence,,a Phase Zatiftr Phase MEiivironmental Site Assessment is recommended.
As a mutual. protection to clients, the public and; ourselves; all reports. are, submitted: as the =:confidential property of
clients, and, authorization for publication of statements, conclusions or extracts from or regarding our, reports,s reserved
pending.our'written approval.
Federal Engineering, & Testing, 'Inc. appreciates the opportunity- to be of service to you ,at this _phase of your project.
Please-feel.free..to contact,us if we maybe,of'further service to you:
I
Friday May 27, 2016 i
10701 South Ocean Vdve,,Lot 677
Jensen Peach, FL 34957
Page
Appendices
edotwal
ii TtSTINGINC.
SpTlegit'llor'irig Report
Client: Richard & Linda,Puckett
Project: Pko.posed'S'ingle.,Family,4ome
Address: 10701 South .Ocean Drive, Iot 671
Jensen.Beadh, A 34957
Phone 954484-2i
.80 48-
Fax 954-784 if
cal fediien.il
Date of Test- May 25, 2016;
Hobe N64 B4
Location,: See Attacbed.Drawing
(FTY
-THEDepth
Soil Descriptions-
iiainniet B)
Blows'
t'N!l
1
V- 31" Cphcrete
A
2.
Y -, 5! Coarse Brown Sand with Traces of Rock &Shell
6
-3
7
4
5! - 8.! Grayish OliveSand
5- 6
10
6
5 6
6 7
1,2
7
'8
M 10
1:0
9 1
.9 810, .
16
7
11
—8,
A -A
A
81 201 Groy"Sand
A A
131
A A
A,
A -A
14 16.
32
16,
16 17
17
A A
A.
-18:
A.
A A
A.
2, Q
.,
k A
21
13 1.5,
3.0
20',- 25" CoarseGray Sand with, Shell
IS 1.2
2.3-,
A A
A
24
A A
'
25
A, A
26
27'
2.8
29
30
X
�,`�t4
2,
Water Level. 310' Below,tand.SukfAce
Fe
Atiger -Fl a' N
VA
'Certificate 111 n.. 5,471
ed'e'ra 11
& TESTING INC.
'PT70(Bdrifig ROMA
Richard & Unda ]Puckett-
-Proposed -Single "Family Horne
1,6761 $outh, bc'ea- n D firv'e, t6q,677
-Jensen-Beach, FL 34957
Phone 95,44844041
{ Y 800-848-1919
Fax 954-794r.7875r
Of T4t: `1VIay.25,10.1.6
Nqi: B-2,
HoM.. See,A-ttached Drawing,
!Re#th.'(FT)
Soil Descrip"d 'on S
11ammerblo'm
off - I,
31. Concrete
A. .7
2,
31' - 5,',611 Come PaleBrown Sand; wiih Traces of Rock-&.,ghel.
8 9
15
3
id 8-
.10. 11
18
10 -11.
22
7
7 10
9; 8
19
8
10
9Tb
17
11
A A
12
8,! -171' Gray Sand
A A
A
U
A A.
'14
A A
A-
15
14 15:
1.6
15" 416,
50
1,7
A A
,IS
171 20'- Olive Sand.
A
A
,1,9
A A
'20
,�261 -J4�' 6oar
A
A.
2, 1
—A
17' 16.
34
22,
.,se,Gr4Y'Sand'widi.S,hdll,
23
A A
24
241�-1251 Gray',Clay
A A
A
25
A. A
26
27
29
20-
30,
Watef.�Leveh
. 4!01!. Bdlowlznd: Surface
.A =Auger
Inc:
S47j
m
H
Richard & Linda Puckett
SUbObi gati6h Subsoil '..
Ode Y'nop js ?tdt. tb:slq'aie)
H
Soil .Ball .Balling LoeAddn. MAp
13M A VkP6nipand-Bi
Project-- Propo
Project Address: '10701
J1611§0
FL 33069 (954) 784-29,
Single Family, Hqfilo
A O'cean..."Drivej to'j
ach,. FL,34957
F I
ENGINEERING
H
Soil Classifications
Correlation. of Pendradon. , ReOstaitge with Relativ6,00fis"Ify Alid Consistency
ZV, n s,- - -
Dynanfic CofiePenetipbietei
Penetrometer RejOld)i0i
..Stan'&rd Penetration
Hammer NO*$
Relative,Density
0-.Io
0-4
V-61Y Loose
I I �- 15
5 -10
Loose
26-45
11, = 20
'Firm
45 - 75
24 30
Veryfinn
31,50
Dens&
>1-10.
> 50
VeryDense
Sits 8 ClaSx
Dynamic Gene Penetroinetek"
standard Pefietr4tion
• -Penetrometer Resistance
kamnier Bldw�
-y
0-6
O: 2.
fs
vdiy $0,
7-1,5
-5
Soft
16-10
6'- 10.
Firm
34 - 45
11 - 15
Stiff,
46-90
16 30',
Very' iff
L
-1
91; -150
34 50:
1][4rd 1 .
90.0
, rs
m ip
Modifiers"
Very. Slight Trace
0 - 2 %o
Slight -Trace
2-5 %
Trace
5 -,Io %
Little Trace
19 -1 5, %
Some
15- 30 %
With
>30%
Silt "Clay Opoldicy,
0-5%
Silty PClayey
5.r 10% 0/6
l6u Silty/'Clayey
30 - 59 %
the
ENGINEERING
Drilling & Sampling
fil, borings were installed in accordance with Standard Penetration Tests: -procedures as set forth in ASTM D-1586.
>entative. samples were collected utilizing spilt -barrel ,techniques in accordance with the procedures .set forth in
ration Tests and Spilt=Barrel Sampling .of Soil in ASTM D71586. The °following field tests, measurements and
tory analysis. were.performed/collected during the installation of each soil boring.
i
ation Tests
the sampling, procedures, Standard Penetration Tests were performed at five (5) foot intervals to obtain the
rd penetration value (lv) of the'subsurface soil. The standard penetration value (N) is .identified as the number of
of a 140 ,pound hammer falling thirty (30) inches, required to advanee'the -spilt-barrel sampler' orie (1) foot into the
face soil. The sampler was lower intoahe bottom of'the;preyiously cleaned'�drill hole, and .advanced by blows.from
mmen The :number- of blows :was: recorded 'for., each of the three ,(3) successive .increments of six (6) inches
ition.. 'flit "N" value is, ob'Whedby.addingthe second and third incremental. numbers.
Level depthswere obtained during the test. boring operations. In relatively �ervious soils, such as sandy soils, the
ed. depths; are .usually` pliable groundwater -levels. Seasonal variations, tidal :conditions, temperature, land -use and
rainfall conditions may nfluence the: depthsWgroundwater levels:
All sples collected were: classified'm.accordance with the Unified.Soil Classification System criteria to determined
uamm
soil r>���aterial properties and compared with published literature of the USDA Soil Conservation Survey.
Ground Surface Elevations
Ground surface .elevations have not been provided for the, roposed boring locations.. Therefore, all references to depth
of the arious strata. and materials encountered were from existing grade at the time of the.drilling"operatioris.
I
Limitations of Liability
Warranty
We warianf that the services performed by Federal Engineering,and Testing,
,be. (F.E.T.')' are conducted' in a manner consistent with the level of'skill and
care ordinarily exercised'by members of the profession currently practicing
under similar conditions. No other warranties, expressed or implied, are
made. While the services of F.E.T. are an:integral and valuable part of the
design and construction process, we do not warrant: guarantee; or insure the
quality or completeness of services or satisfactory performance, provided by
other members'of the.construction process and/or the, construction plans and
specifications which we have not prepared, nor the ultimate performance of
building site materials. As mutual .protection to clients, 'the public; and
ourselves, all reports are-submiited as the confidential property:of clients; and,
authorization for publication of statements, conclusions or extracts front or
regarding our reports is -reserved: pending our written approval. Reports "are
not.intended•for 3rd party.use:
Substtrface'Exploration
.Subsurface exploration is tionrially accomplished by test;'borings. :The soil
boring log includes sampling information, description of the materials
recovered, approximate depths of boundaries between soil and rdek•strata'and
.groundwater data. The log represents conditions specifically at the location
and_timethe boring was -made. The boundaries between different, soil strata,
are indicated at specific'depths; however, these depths are in fact,approximate:
and dependent upon the frequen.Oof sampling.. The transitions between soil
stratum are often gradual. 'Water level readings are -made at the time the
boring was performed and can change with: time; precipitation, canallevels,
local well drawdown, and other factors.;Regardless. of the,thoroughness.ofa
Geotechnical-exploration. there is always a possibility that conditions maybe
different from those of the test locations; therefore F.E.T. does not guarantee
any subsoil condition surrounding: the'bore test holes. Fora indie accurate
portrayal of subsurface conditions, :the site contractor should perform tests
pits. if different, conditions are encountered, F.E.T. shall be notified -to review
the:findings and make any recommendations as needed.
Laboratoty, and,Field.' Tests
Tests are performed in •accordance with; specific..ASTIVI Standards unless
otherwise, indicated. All criteria included in:a•given ASTMStandard:are not
always: required and performed: Each test report. indicates the measurements
and deterininatioris actually made.
Ownership of Tests /Reports
All test results and/or :reports prepared by F.E.T.. pursuant to this agreement
and/or Addendum(s) thereto, shall remain ".the property of F.E.T. until all
monies due and owing to F.E.T., under this Agreement and/or: Addendum(s)
thereto, are paid in full.
Analysis :and `Recorhmendations
The Geotechnical report is'prepared,primar iy to aid in the designof site work
and structural foundations.. Although the information in.the•report is,expected
to be sufficientfor'these;purposes, it is not intended to determine the cost•of
construction orto standalone as construction specifications'..
Analysis and Recommendations cone.
in,acceptmg this report the;client understands that all- data from=,the soiltboring.
is intended for foundation analysis only and is not o'be ,used' for excavating,
babkfillmg;or pricing estimates. In accepting this report the client understands
that all data from the soil boring is intended for foundation analysis only and
is not to be used for excavating, backfilling or pricing estimates. The site
contractor must familiarize themselves with the job site: conditions. Soil.
,boring(s) on unmarked vacant property or existing strucgze(s), to, be
demolished is considered preliminary with further boring(s) to be performed
after proposed building pad is staked out."Report recommendations are based
-primarily`on data from test borings made at the locations shown, on jibe test,.
boring reports. 'Soil variations may exist between ;borings and Imay not
become evident until construction. If variations are then noted, F.E:T,must
be -contacted sb1hat field conditions can be examined and recommendations
revised if necessary; The Geotechnical, report states. our midetstanding as to
the location; dimensions; and structural '-features" proposed of the site. Any
significant changes%in the nature, design;, or""location.of thesite.improyements
must- .be communicated to Fl.T. 'so ahat the Geotechnical analysis,
conclusions; and.recommendations can be appropriately adjusted.
Construction Observations
-Construction observation. and testing.is an important element,of Geotechnical
;services The'Geotechnical Engineer's Field,Representative (Field Rep.) is the
"'owner's representative" observing the work of the . contractor, performing
tests, and reporting:data from such tests and.observi tious.. The Geotechnical
:Engineer's Field Representative' does not direct the contractor's construction
means,. methodsi.operadons,:or personnel. 'The:Field•Rep. does: not interfere
with. the relationship between the; owner and tlme.contractor, and except as an
observer, does not become a�substitute owner on site. The Field Rep. is only
collecting data for our Engmeerlo review. The Field.- Rep. is resp risible. for
hislher.safetyonly, but has no responsibility for the:safety of other, personnel
.and/or the general.=public at the site. If the Field. Rep. 'does• not feel that '.the
'site'is offering:a safe environment for hiin/her, flidTield,Rep. will 9p his/her
observation) testing until he/she•deems the site is safe. The Field 'ep. is, an
important member of a team whose responsibility is to observe the test and
work being• done and report to. the client whether•that work is being carved
out in general conformance with -the plans and -specifications.
i
Limitations of Report
Federal Engineering; & Testing, Inc. shall havenoliability; in contract, tort or
otherwise, for any inaccuracy, defect, or omission in interpreting this report
and shall not in any event have any liability for -lost profits orI {any other
indirect, special, incidental, consequential, exemplary or punitive damages. In
the ;event of future conflict:between owners and, contractors-the,'.following
applies F.ET;(s), legal and/or company representation and preparation: for
representation'fees will'be: billed on au hourly,rate, i.e: depositl6n; expert
witness, etc. 'F.E.T. has 1no obligation, to amend its conclusions or
recommendations after the date'of this report. Any alterations orIc}ianges'in
;the location: of 'the project should be brought; -to our attention at the ;earliest
convenience for review and applicability of this report;
ederal
& TESTING INC.
nano Beach. FL33069
Soil / A6gregate Tests
Soil Bo'hgs
Densitry f Compaction Tests:
Grain 136.Analysis"
Moistur i Contents
Soil Cla sifications
Limeroc Bearing Ratios
Florida Baring Values
Specific Gravity
Carbon a Analysis
Hydraulic Conductivity
Organic 1Contents
L.A. Abrasion
FDOT Inspections,
QG Management
Earthwo� Inspections
QC Con,rete Inspections
QC As Silt Inspections
Phone 954-784-2941
800-848-1919
Fax 954-784-78,75
Partial. List of Services
Geotechnical Engineering ;Services
Field Inspection Services I Asphalt Services
Fill & Quality Control Inspections:
D.emuckingInspections
Building Inspections
Pile Driving,lnspectiOhs,
Pile Load Tests
Steel Inspection.
Threshold Inspection
Bolt Inspection
Weld Inspection
Vibration Monitoring
Geotechnical, Engineering
Foundation Engineering
Foundation Design & Recommendation
Subsoil Investigation
Pile Load Calculations
Piling Installation'Monitoring
Backscatter Density Tests
Extractions &. Gradations
Marshall Limits
Bulk Specific Gravity.
Cores for Thickness Determination
As Pavement Monitoring
Asphalt Assessment
Concrete Tests
Concrete Strength Testing,
Slump Tests.
Windsor Probe Testing
Schmidt Hammer Testing
Core Testing -
Air Content
Concrete. Unit Weight
Flexual'Strength Testing
Phase I Re Assessments Phase 11 Site Assessments Lead Base Paint Surveys
Site InspI ctions Phase I Follow up on Contaminated Sites Report and Analysis
Research of Property Records Installation of Monitoring Wells Air Monitoring
Soil Borings
Soil and Ground Water Analysis
TAS 105 Meld Fastener Withdrawal Test
TAS 1.06 �i lle Uplift Test.
TAS 124 ell Chamber / Bonded'Pull Test
TAS 126 oisture Survey
Windload 4cuiation:
Drainage Calculations
Lightweig t Concrete placement Inspection
Roof Assessment / Evaluation
Cap Sheet In
Fastener pacing Inspection
Tile/Shingle/ Standing.Seam Inspection
Base She" t Installation Inspection
Insurance IMitigation
Retrofit M igationl Certification
Roof Drainage Calculations
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uction Material Ame 6n Concrete Miami Dade Florida Department
aering Council Institute County of Transportation