HomeMy WebLinkAboutSubsoil Investigation Reportaterials Testing Inspections) Environmental
8 TESTING -INC.
250 SW 13th Ave. Pompano.Beach, F.L 33069• : ��..
Phone 954r784-29.41
•
800-848-1919:A
Fax .954-784-7815..'
fed=eing.COM
Table of Contents
Client Information :--=-=------------=----------- ------- --- ---- --------------
pg.
1
Project .Information ------------ =------------- --------------- -- --------------------- ------,
pg.
1
General .Soil Descriptions .--------------. ---.------------ . --- , -- - . --------- -. -
Pg.
1 .
Foundation .' Recommendations .---=-----------------------------------------------------
pg.
2
Soil Parameters .--------------- .-----------=------.------------- -=--------=--. -
pg'
3
Excavations. --=----==----=-------=-----=------- -------= . ------- ---------------------
pg.3.
Settlement --= ----------- -------------------------- -------------------------------------- ---
pg.
4..
Grading• ..---------------------------------------- -----------
pg.
4
:. Appendices ----------=-=------=-------------------------- - - ----------------------=-----
pg.
5
Soil Boring. Logis)
Project Location
Soil Boring Locations)
Soil Classifications
Sampling Procedures
Limitations: of Liability
For Your Information
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 the footprint of the.
proposed structure once. the location & layout of the proposed 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 ofthe project prior to issuing the Certificate
-of, Occupancy: All'of our recommendations need to be followed .to receive a final certification from. RE.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 they. will :provide you .with the proper. certification in writing,, as: outlined in our report. Ourfirm
will only provide a certification letter if it has verified all workas recommended in our report. ;
MIAMF 1011
Construction. Material
American Concrete
Miarnl Dade
Florida' Deportment
Engineedrig Council
'Institute
County
of Transportation.
W.: 3'.. Brown. Silty Sand
: 8' Olive.Silty Sand : . ::..
16'. Dark Gray Silty Sand with. Shell Fragments ..
., .16, ; . :., :2W.' Bluish:Gray Silty Sand...
Groundwater table- elevation was. measured immediately. at the - completion- of each boring and was found at an average
depth of ten :(10) feet below. existing ground surface..Fluctuation in water level should be anticipated due to seasonal
variations :and run off as well as varying. ground elevation, construction dewatering and.pumping activities. in the. area.
Site contractor must familiarize himself withsite conditions In the event.groundwater controls and dewatering is needed.
Surface flooding may result under :hiirricane .conditions and. should be taken into consideration in the design of the
project. The contractor shall make sure, that groundwater. levels on adjacent properties'. are not affected by the contractors
dewatering activities. Specialty. groundwater contractors- shall be consulted for all work below the groundwater level.
t
Monday, June 26, 2017
2306 Canoe Creek Lane
Fort Pierce, FL 34981
Page 2
The boring log(s) attached present a detailed description.of the soils:encountered at each location. The soil stratification
shown, on the boring. log(s) is based• on the. examination of.the recovered. soil samples and interpretation. of the driller's .
field log(s):.' It indicates .only the approximate boundaries between soil types. 'The actual transitions between adjacent.
soil types maybe gradual.
From a geotechnical ,engineering perspective, the site is suitable. for the construction of the proposed structure, provided
that the surface sand layers are compacted in. place. and. proof. rolled. Localized areas of loose. materials; f.present, will . .
become evident during site clearing, grubbing and 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); we
recommend .the.following:procedures for foundation design:
1) Strip: the entire -footings and building construction areas plus. five (5) feet past the outer perimeter of topsoil and
ground vegetation (when encountered) down to clean granular material. Any underground structures,. utility
lines; root systems and drainage trenches, etc. must: be removed in their entirely from beneath the proposed
construction areas. ,The city arborists should be contacted prior to any land clearing to verify:coinpliance with
any local codes.
2) Saturate and compact all construction areas with a heavy self propelled vibratory'. roller to a minimum of 95%of
the ASTM D-1537. modified proctor method. Make a minimum of ten (10), passes. with the roller in each .
direction.
3) -Care should be- taken when using vibration:in case of existing structures. in the vicinity of the construction area.
If vibration cannot be used for compaction,. static. compaction may be applied:.. However, in this case, the
compacted layer should not exceed 6. inches in thickness. .
4) Backfill construction areas .to proper elevation if needed using a clean granular material placed in lifts not. to
exceed twelve (12) inches in thickness and compacted as per item 2:
5) Representative samples of 'the on -site and proposed: fill material• should be collected and tested• to determine the
classification and compaction characteristics.
6) All construction fill material above the water table shall be cleangranular- 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 (0.0750in) and have a Unified Soil Classification (USCS) designation of.GP; GW; GP -GM, GW-GM, SP
or SW. No particle size greater than three (3) inches shall be 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 FDOT No. 57 stone or
equivalent to. about 12 inches above. the water table unless dewatering is used.. When dewatering .is used, fill
material 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 (0.075mm).
Mon6y, lane 26, 2017
2360 Canoe Creek Lane
Fort Pierce, FL 34981
Page 3 , .. .
8) .Verify all densification. procedures by . taking : an. adequate..nuinber: of : field 'density tests. in each Gayer of
compacted . material. Density 'tests shall . be .performed on •the slab• areas; .footing areas,. interior bearing wall
footings and: column: pad footings.. This. -must be scheduled. immediately : after Tamp and -Spray .and/or
Compaction; but be fore'Reinforcing Steel Placement. If reinforcing steel is already in -place, it must be removed
from -all areas to be.tested prior to performing: densities:
9) ..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:
10) All ofthe the above - Geotechnioal work shall be performed under • the supervision :of Federal Engineering &,
-Testing's - geotechmical engineer or his representative to :verify compliance with our specifications and the
Florida Building Code. Please.•call us at 954-784-2941 for scheduling;
11.) In the event:of existing.structures; existing footings or proposed drainage lines,. provisions sliall•be made bythe
structural engineer -and site contractor -to protect.all footings from undermining and exposure. The geotechnical.
engineer shall be notified 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 2300 P,S:F. Building
pad certification requires satisfactory completion and verification 'of all the above foundation, recommendations:
Slabs placed upon compacted fill maybe designed using a modulus of sub grade.reaction value of 200 pci. The following.'
soil parameters shall :be used for retaining; wall designs:.
Soil- unit weight moist---=-----=--------- --- ------ - ----- --------- ------ ----
----- 11.0_pcf.
Soil unit weight buoyant==--=----=-=------ -----. -------=---------- ---- ---=------------ 60 pcf
. Angle of internal friction ---------- ----------- .------------------ ------------------ ---- --• 30°
• Active Earth: pressure coefficient (Ka)- ---- .----------------------------------------• 0.33 .
•. Passive Earth pressure coefficient .(Kp)=------------=---=---------- -- ----- -----------• 3.0
• Angle: of wall friction for -steel piles--------=---- --------------
--------- -------------
------. 300
Angle :of wall friction for concrete / brick walls .......... ------- ----------------- ------ --.
200
• Angle of wall friction for uncoated steel--=- ---=------------- .---------------------___-• . IS°
Excavations shall. not extend within .one (1) foot of the angle of repose next to existing footings or structures unless
underpinned:. Trenching : shall. be' in. compliance .with: the .Florida Building 'Code, - OSHA and Trench Safety Act:
requirements. Shorings: shall be designed -and inspected by a Florida licensed professional engineer.
Provisions shall.be made by the architect, engineer of record and contractor.to address differential settlements, *hen
tying in. new to existing. structures. Mixing- of different foundation :types shall not be used unless provided. with.
expansion joints to address differential settlement.
Monday, June 26, 2017
2300 Canoe Creek Lane
Fort -Pierce, FL 34981 , . ..
Page 4
Detailed settlement analysis was beyond the scope of • this report... Comparing the field test .data obtained in .this
exploration -with our experience. with structures, similar to. those -proposed for. this project; the estimated magnitude of.
these. settlements is 0.5 to inch. Due to the .granular :nature of the subsurface materials, . the foundation: settlements
should occur as the loads are.' ied and should be' virtuallynegligible by the end.of the:building shell completion.
All outside ground surfaaes.must.be sloped away from the.structure to avoid water accumulation and ponding: All rain
waters shallbe discharged away from -all building foundations. Verify all water, sewer, plumbing, sprinkler'and drainage .
lines are properly functioning with no leaks in the_vicinity of the :foundation.
Regardless of the thoroughness of a geotechnical exploration, there is always'the possibility that'conditions may -be
different'from those of the test locations;:thereforejederal-Engineering & Testing; Inc: does not:guarantee.any subsoil
condition between the bore test holes. A site plan'showing the lodafioli'of theproposed structure was not provided atilie
time the soil borings were:performed.. Once plans and specifications have been: finalized. and drawn, Federal Engineering .
& Testing, Inc. shall be provided a copy .of the finalized plans; and specifications for
'review. F.or 'a :more .accurate
portrayal of subsurface conditions, the site contractor: should perform test pits.: If. different conditions .are encountered,
Federal Engineering & Testing Inc.,' shall be notif ed to review the findings and.make anyrecommendatioils as needed.
In accepting. this- report .the client understands that all data: from the soil borings. 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.
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 Environmental
due diligence; a Phase land/or Phase II Environmental 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 is. 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 may be of further service to you..
Sincerely;;;\
Ke.ith;LeblancP.E:
Federat Anginpe ng'& Testing; Inc.
Florida deg: No. 50394. .
Ceiiificnte of Authorization#.5.471
. ' Phone 954-784-2941
ra 800.8484 919 .
d''
8 Tt=STING INC. Pax 954-7844875
.. 250 SW 13th Ave.Pomoino.Beach,'FL 33069
fed eh'
Boring Report
SPT Test Bo '
Client: Groza Builders, Inc. Date of, Test: June 23; 2017
•
Project: Proposed Residence Hole No.: B-1
Address:.. 2300 Canoe -Creek Lane n e
Location: See Attached Drawing
Fort Pierce, FL 34981 :.
Depth .(FT)
Soil Descriptions .
Hammer Blows
'IN"
0":- 3' .
Brown Silty Sand.:
4
:3
7 . .
4.:
5
:3
5 :: 4
4 ,.
3' - 8'
Olive Silty Sand
5.,
9
5
7 7
6
6
13
7
'9 8''
8
9
10 .
17
9 .
9.. 10'.
10 .
8' - 16'
Dark Gray Silty Sand with Shell Fragments
9.
8 ..
19
`�' `�
'A
A2 :.
A
A.
13 :
:A A
14
A .:.
A:.
A
15
6 �7
�
�14
.16 .
7
8 :.
.17
A A
. 18 ..
16' - 20'
Bluish Gray Silty Sand
A ...
A
19
A A . .
20 ..
A
A..
A ...
21:.
22..
24 .. .
.25
26 .
27
28.
; l
29 ..
.30
A!
Water Level: 101311 Below Land Surface
A = Auger
Keith LeBlanc,.P'.B.•
Federal Engineeriitg Vic. T Fsti�n,�:Ii1c::'
Florida Reg. No. 393941
Certificate of Authorization # 5471
Phone 954-784-2941
r a : 860-848=1 M
8.'TESTING INC. :. ..: Fax 954=784-7875
250 SW 13th Ave Pompano Beach, FL 33*069 . fed.engXonm -
SPT Test Boring.Report
Client: Groza Builders, Inc. Date of Test: June 23, 2017
Project: Proposed Residence . Hole No.: .. B-2 .
Address:. 2300 Canoe. Creek Lane Location: See Attached Drawing
Fort Pierce, FL 34981
Depth (FT)
Soil Descriptions:
Hammer Blows
'!N"
1
2 3..
. 2 • :.
0" = 4' .
Brown Silty Sand. :
:.
3 .. : 3
6
.3
..
4 3.'
.4
..
:4 ..5,.
7
-5..
5fi. 6
6
41.- 9'
.
Olive. Silry, sand
7
12
7:
8.. 7 ,.
8
g . 7.'.
15
.g :.
9 . .:9..
10 .
-
8. g.
.17
11
9' - 15'
Dark Gray Silty Sand
A
12
A A.. .
:13
A 'A
14.
A .. A.
A.
:. 15
6..:' ..5
10
lf.
5. 5
17...•
.15' = 20'
: :
Bluish -Gray Silty Sand
A A.•'
A
18..
A ... ...:A...
19
A. : , A.''
20 ...
A.
• .
'A
..22..
23 ..
..
24. ..
,
27
.28
r,l
29
30
1
Water Level: 10'0" Below Land Surface
A =.Auger
Keith Lel3fa^ c; P.E:
Federal Engih&rbng & T; sting, Inc.
Florida Reg..N6.' 59394
Certificate of Authorization # 5471
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Soil Boririg:Location Map
Federal EhOikering &' Testing I46. 250 SW 13th AVE Pompano Beach, FL 33069 (954) 784-2941
Client: Groza Builders, Inc. Project: Proposed Residence
Test: Subsoil Investigation Project Address: 2300 Canoe Creek Lane
(site map is not to scale) Fort Pierce, FL 34981
• Correlation'of Penetration Resistance with Relative Density and Consistency
' ` Sands
.Dynamic Cone'Peiietrometer
Standard Penetration
Penetrometer Resistance - .
:. Hanither.Blows : .....
Relative Density
0 - :10
0 - 4
Very.Loose
..• Al
.Loose � •
26 =45
1.1 = 20. ' .
Firm:
!.:.
::
:. 45 -:75 :.
:21-.30.:.:
. VeryFiriri
76 .=120
31 = 50 .:.:.
Dense
> 120
> 50 .
: Very.Dense:
}
.Dynamic Cone'Penetroineter
Penetrometer.Resistance
Standard Penetration
Hammer.Blows .
Relative Density .
.=.
Y
.0 _ 6
0 - 2
Very Soft
7=15:..
3... 5.;
.16 - 30
6 - 1p
Firm
:31 : 45
1 T - 15
Stiff
46.- 90
16
Very Stiff .
91-150
31.-50:
Hard..
and, uantity.Modifers
:: _.:. --:..;.
VerySlight-Trace
0 ='2
:Slight.Trace :::
: 2 = 5:%
Trace
5 -.1.0 % .
Litt le,Trace : .:.
10 71:5 :% .
Some
15-30%
With::.
> 30
Silt - Cray Quantity lyIodifiers
Slightly Silty /Clayey.
0 - 5 % .
Silt : /: Clayey
Very Silty/ Clayey
..30 - 5.0-%0. •..: .
• _ � :�.�Particle Size;•`-•: ;::::�:: ��_. °� �. -.:
Boulder
Cobble:
3 .= 1:2 in:
Gravel
0074 mm :- 4.76 :mm. • .
Silt
0.005 mm.. 0.0.74 mm
:..::Clay
_ ..... 0:005 mm:...
The soil borings were installed in accordance with Standard Penetration Tests procedures as set forth in ASTM D-1586.
Representative samples were collected utilizing: spilt -barrel techniques in accordance with the procedures set forth in
"Penetration Tests and Spilt -Barrel -Sampling of Soil in ASTM D-1586. The. following field tests, measurements and
laboratory analysis, were performed/collected during the installation of each soil boring..
Penetration Tests.
During the sampling procedures, Standard Penetration Tests were performed- at. five `(5) foot intervals to obtain the
standard penetration value (N) of the subsurface soil: The standard. penetration value (l)' is identified as'the number of
blows of a 140-pound hammer falling thirty inches, required to advance the spilt -barrel sampler one (1) foot into the
subsurface soil. The sampler was lower into the bottom of the previously cleaned drill hole. and advanced by blows from
the, hammer.. The number of blows was recorded for each of the three '(3) successive -increments of six (6) :inches
penetration. The " N'.' value is obtained by adding the second and third incremental numbers.
Water Level Measurements
Water Level depths were obtained during. the .test boring operations: In relatively pervious soils; such as sandy soils, the
indicated depths are usually reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land -use and
recent rainfall conditions may influence the depths to groundwater levels:
Soil Properties / Classification
All samples collected were classified in accordance with the Unified Soil Classification System .criteria to determined
soil material .properties and compared with published literature of the USDA Soil Conservation Survey. .
Ground Surface Elevations
Ground surface: elevations have not been provided for the proposed boring locations: Therefore; all references to depth
of the various strata and materials encountered were from existing grade at the time of the drilling operations.
Limitations of Liability
Warranty
We warrant that the services performed by Federal Engineering and Testing,
Inc. (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. aie 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 ire.submitted as the confidential property of clients, and
authorization for publication of statements, conclusions 'or extraots f oin or
regarding our reports is reserved pending out written approval. Reports are
not -intended for 3rd party use:
Subsurface Exploration :
Subsurface exploration is normally accomplished by test borings.. The soil
boring log 'includes sampling: information,: description . of the materials .
recovered, approximate depths of boundaries between soil and rock strata and
groundwater data. The log: represents conditions specifically at the location .
and time the. 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 frequency of 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, canal levels,
local well drawdown,.and other factors. Regardless of the thoroughness of a
Geotechnical exploration there is always a:possibility that conditions may be
different from those of the test locations;. therefore F.E.T. does not guarantee
any subsoil condition surrounding the .bore test holes. For a more accurate
portrayal of subsurface conditions; the site contractor should. perfonn'tests
pits. If different conditions are, encountered, F.E.T. shall be notified to review .
the findings and make any recommendations as needed.
Laboratory and Field Tests
Tests are performed in accordance with specific ASTM Standards unless
otherwise indicated. All criteria included in -a given ASTM Standard, are not
always required and performed. Each test report indicates the measurements
and determinations 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(§)
thereto, are paid in full.
Analysis and Recommendations
The Geotechnical report is prepared primarily to aid in the design of site work
and structural foundations. Although the information in the report.is expected
to be sufficient for these purposes, it is not intended to determine the cost of
construction or to stand alone'as construction specifications.
Analysis and'Recommendations cont.
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. 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 structure(s).. to be
demolished is. considered preliminary with further borings) 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 bn the test
boring reports. Soil variations may exist •between borings .and may not
become evident until construction. If variations are then'noted, F.E.T: must
be contacted so that field conditions can be examined and • recommendations
revised if necessary. The Geotechnical report states our understanding as to
the location, dimensions, and structural features proposed of:the site: Any
.significant changes in the nature, design, or location of the site improvements
must be. communicated to F.E.T. so that 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 observations. The Geotechnicil
Engineer's Field Representative does not direct the contractor's construction
tneans,.methods, operations, or personnel. The Field Rep. does not interfere
with the relationship: between the owner and. the contractor; and except as an
observer, does not become a substitute owner on site. The Field.Rep. is only
collecting data for our Engineer to review. The Field Rep. is responsible for
his/her safety only, but'has no responsibility for. the safety of other personnel
and/or the.general public. at the site. If the Field Rep. does n9ffeel that•the
site is offering a:safe environment for him/her, the Field Rep: will stop his/her
observation/ testing until. he/she deems the site is safe. The Field Rep. is an
' important member 'of a team -who se responsibility is to observe the test and
work being done and report to the client whether that work is being' can
out in general conformance with the plans and specifications.
Limitations. of Report
Federal Engineering & Testing, Inc. shall have no liability, 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 or any other.
indirect;.special, incidental, consequential, exemplary or punitive. damages. In.
the: event of future conflict between owners and contractors: the: following
applies: F.E.T.(s) legal and/or company representation, and preparation for
representation fees will be billed on an hourly rate, i.e. deposition; expert
witness, etc.: F.E.T. has no obligation- to amend its conclusions or
recommendations after the date of this report. Any alterations or changes in
the location of the project should be brought to our attention at the earliest
convenience for review and applicability, of this.report. .
t
ra
&. TESTING :INC.
.. 250 S.W 13th Ave Pompano Seach, FL 33069
Partial List of Services
G.eotechnical Engineering. Services
Phone 954-784-2941
800;848-1919
Fax •95.4-784-7875
fed-eng:corri.
$oil /Aggregate. Tests
Soil Borings
Field inspection Services .
Asphalt Services
DensftyCompaction.Tests
Fill:&.Quality Co' rol Inspections
Backscatter-Density?ests
Grain Size Analysis
Demucking.Inspections
Extractions & GYadations
Moisture Contents
Building.l.nspections ...
Pile Driving. Inspections
Marshall Limits .
Bulk Specilic:Gravity
Soil Classifications
Litnerock. Bearing'Ratios
Pile Load Tests
Cores for Thickness Determination
Florida Bearing 'Values
Steel inspection
Threshold Inspection
Asphalt Pavement Monitoring '
Asphalt Assessment
Specific Gravity...
Bolt inspection
Carbonate Analysis .
Hydraulic:Gonductivit'y
Weld inspection
Concrete Tests
Organic Contents
Vibration Monitoring
Concrete Strength. Testing
L.A. Abrasion
Geotechnical Engineering
Slump Tests
Windsor P..robe Testing
F.DOT Inspections
Foundation Engineering.
Foundation' Design & Recommendation
Schmidt Hammer Testing
Core 'Testing'.
QC Management
Earthwork Inspections
.
Subsoil Investigation ..
Air: Content
QC Concrete Inspections
Pile Load Calculations
Piling Installation Monitoring
Concrete Unit Weight '
Flexual Strength Testing
QC Asphalt Inspections
Environmental Engineering Services.
Phase I Site Assessments
Phase II Site;Assessments..
Lead Base Paint Surveys
site Inspections .:
Phased Follow.up on Contaminated. Sites
Report and Analysis
Research of Property. Records ..
Installation of Mcriitoring Wells
Air Monitoring '
.
$oil Borings
Soil and GroundWater Analysis
Roof Testing &.Inspection Services .
TAS 105.Field Fastener Withdrawal Test..
TAS 106 Tile Uplift Test
TAS 124 Bell 'Chamber / Bonded. Pull. Test
•�
TAS 126 Moisture, Survey
�-
Windload Calculation
Drainage Calculations ..
Lightweight Concrete placement Inspection
•.�
;;,�
:Roof Assessment / Evaluation
Cap Sheet Inspection
I. ' i" it
Fastener Spacing Inspection
Tle/ Shingle/ Standing Seam Inspection'
Base Sheet Installation Inspection
Insurance Mitigation
Retrofit Mitigation/ Certification
Roof Drainage Calculations
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Engineering Council
American .Concrete Miami Dade
Anstitute County
Florida Department
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