HomeMy WebLinkAboutSubsoil Investigation Report-Subsoil Investigation Report
prepared by:
Client: Group One Const. & Dev., Inc.
Contact: Roger Moore
Address: I0302 S. Federal Highway, Suite 164
Port Saint Lucie, FL 34952
Project: Proposed'Single Family Home
Address. 20005 Southern Star Drive
Fort'Pierce, FL 34945
Dater Monday, July 24, 2017
File Copy
at riais Testing j Inspections I Environmental
�t�G1NEEEtiNG
Phone 954-784-2941
800-848-1919
Fax 954-784-7875
fed -en a.com
Table of Contents
ClientInformation ---------- ---------- —--- —------------------------ -------------- -- pg. 1
Project Information ----------- -------------- —--------------- —------- —--------- ---- pg. 1
General Soil Descriptions -------------------- --------------- ---------------------- ----- pg. 1
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
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 foot print 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 of the project prior to issuing 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 they will provide you with the proper certification in writing, as outlined in our report. Our firm
will only provide a certification letter if it has verified all work as recommended in our report.
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MIAMt QADEi,
Construction Materiat
Engineering Counoil
American Concrete
Institute
Miami Dade
County
Florida Department
of Transportation
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800-848-1919
i SW 13th Ave Pompanoi.
Monday, July 24, 2017
Group One Const. & Dev., Inc:
10302 S. Federal Highway, Suite 164
Port Saint Lucie, FL 34952
Attn.: Roger Moore
RE: Subsoil Investigation
Proposed. Single Family Home
20005. SouthernStar Drive
Fort Pierce, FL 34945
Dear Sirs:
Job Order Number 17-$B-515
Pursuant to your request, Federal Engineering & Testing, Inc. has completed a subsoil investigation on 07/20/2017 at the
above .referenced site. The purpose of our investigation was to verify subsoil conditions relative to foundation
preparation and design.
A total of two (2). DCP borings were performed according to ASTM D-6951 drilled down to a depth of fifteen feet (IS)
below the existing ground surface. (See attached field sketch for locations). The following is a general description of soil
stratas for the subject site:
Groundwater table elevation was .measured immediately at the completion of each boring and was found at an average
depth of two (2) 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 with site conditions in the event groundwater controls and dewatering is needed.
Surface flooding may result under hurricane 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.
Monday,, July 24, 2017
20005 Southern Star Drive
Fort Pierce, FL 34945
Pagel
r!
EtiGlliEERtNG
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 may be 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, if present, will
become evident during site clearing, grubbing andproof 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 entirety from beneath the proposed
construction areas. The city arborists should be contacted prior to any land clearing to verify compliance 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-1557 modified proctor method. Make a minimum of ten (10) passes with the roller in each
direction.
3) Care should betaken 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 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) 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).
Monday, July 24, 2017
20005 Southern Star Drive
Fort Pierce, FL 34945.
Page 3
.g
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IE21'GINEE1ttN '',
8) 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 pad footings. This must be scheduled immediately after Tamp and Spray and/or
Compaction, but before Reinforcing Steel PIacement. 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 .of the above Geotechnical work shall be performed under the supervision of Federal Engineering &
Testing's geotechnical 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 shall be made by the
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 2500 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 subgrade reaction value of 200 pci. The following.
soil. parameters shall be used for retaining wall designs:
• Soil unit weight moist-----------------------------------------------------------------------
110 pcf
• Soil unit weight buoyant---------------------------------------------------------- ------
60 pcf
Angle of internal friction -------------- -------- =----- ------ =--------------- =------------------•
300.
• Active Earth pressure coefficient(Ka)------_------------ —------------ —---- ---------
0.33
• Passive Earth pressure coefficient(Kp)-------------------------- -------- —----- ---------
3.0
• Angle of wall friction for steel plies -------------------------- --=-------------------- -------
300
• Angle of wall friction for concrete / brick walls --------- -------=------------ ---------
200
• Angle of wall friction for uncoated steel ----------- ------- ---------------------- ----------
150
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 when
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, July 24, 2017
20005 Southern Star Drive
Fort Pierce, FL 34945
Page 4
�talbieER1'ttii
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 1 inch. Due to the granular nature of the subsurface materials, the foundation settlements
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 rain
waters shall be 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; therefore,, Federal Engineering & Testing, Inc. does not guarantee any subsoil
condition between the bore test holes. A site plan showing the location of the proposed structure was not provided at the
time the soil boritigs were performed. Once plans and specifications have been fmalized and drawn, Federal Engineering
& Testing, Inc. shall be provided a copy of the finalized plans and specifications for review. For 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 notified to review the findings and make any recommendations 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 I and/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.
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Sincerely, N 1�'- ,ti %C
No- 59394
91
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Keith LeBlanc' P.E.
OF ; W
Federal Engineering && t1 , c.
Florida Reg. No. 5094�'. %�
Certificate of Authorization'14, L "`°�
Monday, July 24, 2017
20005 Souther Star Drive
Fort Pierce, FL 34945
Page 5
Appendices
Et#aiNEERlt�ic
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& TESTING INC.
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Test Boring Report
Client: Group One Const. & Dev., Inc.
Project: Proposed Single Family Home
Address: 20005 Southern Star Drive
Fort Pierce, FL 34945
Phone 954-784-2941
800-848-1919
Fax 954-784.7875
Date of Test: July 20, 2017
Bole No.• B-1
Location: See Attached Drawing
Depth (FT)
Soil Descriptions
Hammer Blows
'IN"
1
0" - 6"
Topsoil & Vegetation
3
3
2
6" - 2'
2' - 3'
Brown Sand
Pale Brown Sand
4
4
7
3
4 4
4
3' - 7'
Gray Silty Sand
6
5
10
5
5 6
6
6
6
12
7
7 7
8
7
6
14
9
8 g
10
T - 15'
Light Olive Brown Sand
8
7
16
11
10 9
12
9
8
18
13
9 g
14
10
10
19
15
10 11
16
17
18
19
20
21
22
23
24
25
26
27
28
ltitil
29
30ll
NN N SC
Rater Level: 2' 1 "
A = Auger
Below Land Surface
•': , r
% No.59394
Keith LeBlanc, , % -Z
Federal Engineer, �L� ilk--
' S�
Florida. Reg. No. 59304 �., ONAl.a
Certificate of Authorization 9471
Test Boring Report
Client: Group One Gonst. & Dev., Inc. Date of:Tesh July20, 2017
Project: Proposed Single Family Home ,Hole No.: B-2
Address: 20005 Southern Star Drive Location: See Attached Drawing
Fort Pierce, FL 34945
Depth (FT)
Soil Descriptions
Hammer Blows
"N"
1
0" - 6"
Topsoil & Vegetation
3
3
2
6"' - 2'6"
2'6" - 3'6"
Brown Sand
Pale Brown Sand
3
4
6
3
5 4
4
3'6" - 76"
Gray Silty Sand
5
4
9
5
5 6
6
5
6
11
7
8 7
8
8
8
15
9
7 9
10
7'6" - 15'
Light Olive Brown Sand
8
•9
17
11
7 9
12
9
8
18
13
9 9
14
9
8
18
15
1.1 10
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
Water Level: i'10"
A = Auger
Below Land Surface
O
A 1
Keith LeBlanc, I'B.'+`�
Federal Engineering'l19i�•,; lN�\
�+
Florida Reg. No. 5934 �® +' 11 `��
raft f$1S.
Certificate of Authorization P5`47H 111%
Site Location Map
FederalEngineering & TestingIne. 250 SYV 13th AVEPompano Beach, FL 33069 (954) 784-2941
Client: Group One Const. & Dev., Inc. Project: Proposed Single Family Home
Test: Subsoil Investigation Project Address: 20005 Southern Star Drive
(site map is not to scale) Fort Pierce, FL 34945
EHGjHEERIWG
Soil Boring Location Map
Federal Engineering & Testing Inc. 250 SW 131h AVE Pompano Beach, FL 33069 (954) 7$4-2941
Client:- Group. One Const. &s Dev., Inc. Project: Proposed Single Family Home
Test: Subsoil Investigation Project Address: 20005 Southern Star Drive
(site map is not to scale) Fort Pierce, FL 34945
Soil Classifications
Correlation of Penetration Resistance with Relative Density and Consistency
Dynamic Cone Penetrometer
Penetrometer Resistance
Standard Penetration
Hammer Blows
Relative Density
010
0-4
Very Loose
11-25
5 -10
Loose
26-45
11 -20
21 -30
Firm
45 -75
-n Very Fin
76-120
31 -50
Dense
> 120
> 50
Very Dense
Dynamic Cone Penetrometer
Penetroinetei- Resistance
Standard Penetration
Hanunei- Blows
Relative Density
0-6
-2 0
Very Soft
7-15
3-5
Soft
16-30
6-10
Firm
31-45
11-15
Stiff
46-90
16-30
Very Stiff
91-150
-50
Hard
Soft Rock core crumbles when handled
Medium Can break core with your hands
Moderately Hard Thin edges of rock core can be broken with fingers
Hard Thin edges of rock core cannot be broken with fingers
Very Hard Rock core rings when struck with a hammer
s widQitanfi-ty- Modifie'r-s,,;
Very Slight Trace
0-2%_
Slight Trace
2-5%_
Trace
5, 10 %
Little Trace
10-15%
Some
15-30%
With
> 30 %
f �c M I 0Wir
.5fl hyQ,%,. , � fer,
Slightly Silty /Clayey
0 - 5 %
Silty / Clayey
5-30%
Very Silty / Clayey
.30-50%
afic e P,rS.
Boulder
> 12 in
Cobble
3 - 12 in
Gravel
4.76 mm - 3 in
Sand
0.074 mm - 4.76 mm
Silt
0.005 mm - 0.074 mm
Clay.
< 0.005 mm
EIVCrIHEER( 4
Drilling & Sampling Procedures
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 (N) is identified as the number of
blows of a 140-pound hammer falling thirty (30) 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. 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 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. Reports are
not intended for 3rd party use.
Subsu7jace 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 specifr.c 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 perform 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 ofTests /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 Recommendations
The Geoteclinical 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,
backfrlling 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, back6lling 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 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 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, perfonning
tests, and reporting data from such tests and observations. The Geotechnical
Engineer's Field Representative does not direct the contractor's construction
means, 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 not feel that the
site is offering a safe environment for him/lier, 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 whose responsibility is to observe the test and
work being done .and report to the client whether that work is being carried
out in general conformance with the plans and specifications.
Limitations o%Report
Federal Engineering & Testing, Inc. shall have no liability, in contract, tort or
otherwise, for any inaccuracy, defect, or onrission 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.
E
; .
�� e aryl► 800-848-1919
25D SW 13th Ave Pompano Beach, FL ENGtJ�ERf[iGTESTING INC. Fax 954-784-7875
t. ,,
Soil /:Aggregate Tests
Soil Borings
Density Compaction Tests
Grain Size Analysis
Moisture Contents
Soil Classifications
Limerock Bearing Ratios
Florida Bearing Values
Specific Gravity
Carbonate Analysis
Hydraulic Conductivity
Organic Contents
L.A. Abrasion
FDOT Inspections
QC Management
Earthwork Inspections
QC Concrete Inspections
QC Asphalt Inspections
Partial List of Services
Geotechnical Engineering Services
Field Inspection Services
Fill & Quality Control inspections
Demucking Inspections
Building Inspections
Pile Driving Inspections
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
Asphalt Services
Backscatter Density Tests
Extractions & Gradations
Marshall Limits
Bulk Specific Gravity
Cores for ThicknessDetermination.
Asphalt 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
Environmental Engineering Services
Phase I Site Assessments Phase 11 Site Assessments Lead Base Paint Surveys
Site Inspections 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
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
Fastener Spacing Inspection
Tile/ Shingle/ Standing Seam Inspection
Base Sheet Installation Inspection
Insurance Mitigation
Retrofit Mitigation/ Certification
Roof Drainage Calculations
MIAMt•DADE
Construction Material ,American Concrete Miami Dade
Engineering Council institute County
Florida Department
of Transportation