HomeMy WebLinkAboutSUBSOIL INVESTIGATION REPORTSubsoil Investigation Report
prepared h),:
SCANNED
"Y
St Lucie County
ijederal
& TESTING INC. www.fed-eng.com
Client: Michael Rodriguez
Contact. Michael Rodriguez
Address: 2257 SW Crocus Lane
Port Saint Lucie, FL 34953
Project: Proposed 1 Story Residence
Address: Lot just East of 12375 Lear Place
Port Saint Lucie, FL 34987
Date: Tuesday, March 07, 2017
hnical Materials Testit n
6 I1 RR
•I EQr RYt a
ederal
& TESTING INC.
SW .3th Ave Pompano Beach. FL 33069
Table of Contents
.Phone 954-784-2941
800.848-1919
Fax 954-784-7875
fed-em.com
Client Information ------------------------ -------------- —------------------- ----------- pg. 1
Project Infornation---------------- —-------------------------- ------------------------- 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 f ridings in this report are based on soil conditions encountered in the test bore locations only, proposed structure to
be bu It, (if available at this stage), Florida Building Code requirements and standard engineering practices. If your report
is pre iminary (i.e. vacant land or building to be demolished) additional borings. are required within the foot print of the.t
propo �I ed 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
agenc (Building Department, etc.) withholding the Certificate of Occupancy. This will cause delays and additional
costs. he Permitting Agency will require a final certification or signing off of the project prior to issuing the Certificate
of Oc upancy. All of our recommendations need to be followed to receive a final certification from F.E.T.; including
densi ,ies on each lift, demucking verification, piling inspection, etc., whichever recommendation applies to your project.
Pleas 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 o #ly provide a certification letter if it has verified all work as recommended in our report.
>trvction Material
ineering Council
-1 y 7
American Concrete
Institute
OEM0
Miami Dade
County
01
Florida Department
of Transportation
7'07 t:4 ir�-u
IJ: Qg& TESTING INC.
h Ave Pompano Beach, FL 33069
, March 07, 2017
Michael Rodriguez
2257 SW Crocus Lane
Port S " t Lucie, FL 34953
Attn.: Michael Rodriguez
RE: Subsoil Investigation
Proposed 1 Story Residence
Lot just East of 12375 Lear Place
Port Saint Lucie, FL 34987
Dear Sirs:
Phone 954-784-2941
800-848-1919
Fax 954-784-7875
Job Order Number 17-SB-183
Pursu '' t to your request, Federal Engineering & Testing, Inc. has completed a subsoil investigation on 03/03/2017 at the
above referenced site. The purpose of our investigation was to verify subsoil conditions relative to foundation
prepa tion and design.
A tota of three (3) SPT borings were performed according to ASTM D-1586 drilled down to a depth of twenty feet (20),
below ihe existing ground surface. (See attached field sketch for locations). The following is a general description of soil
stratas for the subject site:
Depth
From To
Description of Soils .
0"
6"
Topsoil & Vegetation
6"
5'
Dark Gray Clayey Sand
5'
7'6"
Pale Brown Sand
716"
1 8'6"
Gray Sand
8'6"
12'
Gray Clayey Sand
12'
20' IBlue
Clayey Sand
Groun water table elevation was measured immediately at the completion of each boring and was found at an average
depth �I f fourteen (14) feet below existing ground surface. Fluctuation in water level should be anticipated due to
season 11 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 nee ed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of
the pr "ect. The contractor shall make sure that groundwater levels on adjacent properties are not affected by the
contra Mors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the
Groun water level.
Tuesda pMarch 07, 2017
Lot just East of 12375 Lear Place
Port Sa"I t Lucie, FL 34987
Page 2
The b ring log(s) attached present a detailed description of the soils encountered at each location. The soil stratification
show �I' on the boring log(s) is based on the examination of the recovered soil samples and interpretation of the driller's
field Ilog(s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent
soil t es may be gradual.
From l''I geotechnical engineering perspective, the site is. suitable for the construction of the proposed structure, provided
that tl a surface sand layers are compacted in place and proof rolled. Localized areas of loose materials, if present, will
becor,, a evident during site clearing, grubbing and proof rolling, and must be removed prior to filling operations.
on our understanding of the proposed structure and the information. obtained from our field boring log(s); we
nend the following procedures for foundation design:
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.
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.
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.
41IBackfill 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.
Representative samples of the on -site and proposed fill material should be collected and tested to determine the
classification and compaction characteristics.
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.
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).
Tuesda Ii, March 07, 2017
Lot jus East of 12375 Lear Place
Port Sa nt Lucie, FL 34987
Page 3 j
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 Placement. If reinforcing steel is already in -place, it must be removed
from all areas to be tested prior to performing densities.
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.
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.
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 from undermining and exposure. The geotechnical
engineer shall be notified of these conditions to evaluate the applicability of his recommendations.
The a ove foundation recommendations being achieved and verified; it is our opinion that the proposed structure be
desi d for a shallow foundation system with a permissible soil bearing pressure not to exceed 2500 P.S.F. Building
pad ce I ification requires satisfactory completion and verification of all the above foundation recommendations.
Slabs
soil D
tying
upon compacted fill may be designed using a modulus of subgrade reaction value of 200 pci. The following
:rs 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 piles ------------------- ------------------------------------ 300
• Angle of wall friction for concrete / brick walls ------ —----------------------- ------------ 200
• Angle of wall friction for uncoated steel---------------------------------------------------. 150
shall not extend within one (1) foot of the angle of repose 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.
ns shall be made by the architect, engineer of record and contractor to address differential settlements when
new to existing structures. Mixing of different foundation types shall not be used unless provided with
in joints to address differential settlement.
Tuesda' March 07, 2017
Lot just East of 12375 Lear Place
Port Sai t Lucie, FL 34987
Page 4
EHGINEERIN6
Detai ed settlement analysis was beyond the scope of this report. Comparing the field test data obtained in this
explo tion with our experience with structures similar to those proposed for this project, the estimated magnitude of
these isettlements is 0.5 to 1 inch. Due to the granular nature of the subsurface materials, the foundation settlements
shout i, occur as the loads are applied and should be virtually negligible by the end of the building shell completion.
All otEItside ground surfaces must be sloped away from the structure to avoid water accumulation and ponding. All rain
water I shall be discharged away from all building foundations. Verify all water, sewer, plumbing, sprinkler and drainage
lines xe properly functioning with no leaks in the vicinity of the foundation.
Regar less of the thoroughness of a geotechnical exploration, there is always the possibility that conditions may be
differ6int from those of the test locations; therefore, Federal Engineering & Testing, Inc. does not guarantee any subsoil
condit�on between the bore test holes. A site plan showing the location of the proposed structure was not provided at the
time t I e soil borings were performed. Once plans and specifications have been finalized and drawn, Federal Engineering.
& Te Ring, Inc. shall be provided a copy of the finalized plans and specifications for review. For a more accurate
portralal of subsurface conditions, the site contractor should perform test pits. If different conditions are encountered,
Feder 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 tl te job site conditions.
Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is
requir ,� , we can provide a proposal for performing an environmental analysis of the soil materials. For Environmental
due di igence, 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.
Federa Engineering & Testing, Inc. appreciates the opportunity to be of service to you at this phase of your project.'
Please reel free to contact us if we may be of further service to you.
Keith
SOWN ZF��
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Plo. 59394 `
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Port Sai
Page 5
March 07, 2017
ast of 12375 Lear Place
Lucie, FL 34987
Appendices
ENGINEERING
ederal
8 TESTING INC.
Ave POmnano Beach. FL 33069
SPT Test Boring Report
Michael Rodriguez
Proposed 1 Story Residence
Lot just East of 12375 Lear Place
Port Saint Lucie, FL 34987
Phone 954-784-2941
800-848-1919
Fax 954-784-7875
Date of Test: March 3, 2017
Hole No.: B-1
Location: See Attached Drawing
Depth (FT)
Soil Descriptions
Hammer Blows
"N"
1
0" - 6"
Topsoil & Vegetation
4
4
9
2
6" - 5'
Dark Gray Clayey Sand
5
7
3
6 - 6
4
5'- 7'6"
Pale Brown Sand
8
9
14,_
5
10 9
21
6
7'6" - 8'6"
Gray Sand
12
11
7
11 10
8
8'6" - 12'
Gray Clayey Sand
9
7
19
9
8 9
18
10
9
10
11
A A
A
12
A
A
13
A A
14
A
A
A
15
12 11
16
12'- 20'
Blue Clayey Sand
13
12
24
17
A A
18
A
A
A
19
A A
20
A
A
A..
21
22
23
24
25
26
27
28
����111111 td//
�����@� ��►//i
29
30
Water Level: 14'0" Below Land Surface
A = Auger
No. 59394
' R Keith 4
IbLU
P• j
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O
n ng & Testing, Inc. .o. 59394
of Authorization # 5471
ederal
& TESTING. INC.
vano Beach. FL 33069
SPT Test Boring Report
Michael Rodriguez
Proposed 1 Story Residence
Lot just East of 12375 Lear Place
Port Saint'Lucie, FL 34987
Phone 954-784-29.41
800-848-1919
Fax 954-784-7875
Date of Test: March 3, 2017
Hole No.: B-2
Location: See Attached Drawing
Depth (FT)
Soil Descriptions
Hammer Blows
"N"
1
0" - 6"
Topsoil & Vegetation
3
3
2
6" - 5'6"
Dark Gray Clayey Sand
5
6
8
3
7 5
4
8
9
13
5
8 g
6
5'6" - 8'
Pale Brown Sand
9
Z
17
7
9 9
8
8'- 9'
Gray Sand
11
13
20
9
11 10
10
9'- 12'6"
Gray Clayey Sand
12
13
22
11
A A
12
i
A
A
A..
13
A A
14
A
A
A
15
13 12
16
12'6" - 20'
Light Blue Clayey Sand
14
13
26
17
A A
18
A
A
A
19
A A
20
A
A
A
21
22
23
24
25
26
27
28
29
30
F .
Water Level:
.7 :0 ,STAIre OF
1410" Below Land Surface-,`N0-'ZORlC�il!Fc, P.E. )
*%Imeering &Testing, Inc.
A = Auger ®fir j�� r J 1AW eg. No. 59394
Certificate of Authorization.# 5471
Phone 954-784-2941
edera'l 800-848-1919
08 TESTING INC. Fax 954-784-7875
Ave Pompano Beach, FL 33069 fed-enq.6
01't`I
SPT Test Boring Report
Michael Rodriguez
Proposed 1 Story Residence
Lot just East of 12375 Lear Place
Port Saint Lucie, FL 34987
Date of Test: March 3, 2017
Hole No.: B-3
Location: See Attached Drawing
Depth (FT)
Soil Descriptions
Hammer Blows
1
0" - 6" Topsoil & Vegetation
4 5
2
6" - 5'6" Dark Gray Clayey Sand
6 7
11
3
6 4
4
5 5
9
5
7 8
15
6
5'6" - 8' Pale Brown Sand
7 8
7
8 9
19
8
8'- 9' Gray Sand
10 9
9
11 12
24
10
9'- 12'6" Gray Clayey Sand
12 13
11
A A
Al2
A A
13
A A
Ai
14
A A
15
12 11
23
16
12'6" - 20' Light Blue Clayey Sand
12 10
17
A A
.
18
A A
A
19
A A
20
A A
A
21
22
23
24
25
26
27
2829
At
SOHN
30
,tr ; NO, 59
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s
Water Level: 1316" Below Land Surface
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& Testing, Inc.
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Soil Classifications
Correlation of Penetration Resistance with Relative Density and Consistency
Sands
Dynamic Cone Penetrometer
Penetrometer Resistance
Standard Penetration
Hammer Blows
Relative Density
0 - 10
0-4
Very Loose
11 - 25
5 -10
Loose
26 - 45
11 - 20
Firm
45 - 75.
21 - 30
Very Firm
76 -120
31 - 50
Dense
> 120
> 50
Very Dense
Silts & Clay
Dynamic Cone Penetrometer
Penetrometer Resistance
Standard Penetration
Hamner Blows
Relative Density
0-6
0-2
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
31 - 50
Hard
Rock Hardness Description
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
Sand Quantity Modifiers
Very Slight Trace
0 - 2 %
Slight Trace
2 - 5 %
Trace
5 -10 %
Little Trace
10 - 15
Some
15 - 30 %
With
> 30 %
Silt - Clay -Quantity Modifiers
Slightly Silty /Clayey
0 - 5 %
Silty / Clayey
5 - 30 %
Very Silty / Clayey
30 - 50 %
Particle.Size
Boulder
> 12 in
Cobble
3 -12 in
Gravel
4.76 mm - 3 in
Sand
0.074 min - 4.76 mm
Silt
0.005 min - 0.074 mm
Clay
< 0.005 min
Drilling & Sampling Procedures
The s it borings were installed in accordance with Standard Penetration Tests procedures as set forth in ASTM D-1586.
Repr lsentative samples were collected utilizing spilt -barrel techniques in accordance with the procedures set forth in
it 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.
Durin' the sampling procedures, Standard Penetration Tests were performed at five (5) foot intervals to obtain the
stand '�d penetration value (N) of the subsurface soil. The standard penetration value (N) is identified as the number of
blowsiof a 140-pound hammer falling thirty (30) inches, required to advance the spilt -barrel sampler one (1) foot into the
subsu ;I ace soil. The sampler was lower into the bottom of the previously cleaned drill hole and advanced by blows from
the hE �nmer. The number of blows was recorded for each of the three (3) successive increments of six (6) inches
penett ation. The "N" value is obtained by adding the second and third incremental numbers.
11
vel depths were obtained during the test boring operations. In relatively pervious soils, such as sandy soils, the
depths are usually reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land -use and
afall conditions may influence the depths to groundwater levels.
All s ples collected were classified in accordance with the Unified Soil Classification System criteria to determined
soil m iterial properties and compared with published literature of the USDA Soil Conservation Survey.
Grounsurface elevations have not been provided for the proposed boring locations. Therefore, all references to depth
of the �;i arious strata and materials encountered were from existing grade at the time of the drilling operations.
We warrant t
Inc. (F.E.T.)
care ordinari
under similar
made. While
design and ci
quality or co
other membe
building
ourselves,
regarding of
not intended
Subsurface e
boring log
recovered, al
groundwater
and time the
are indicated
and dependei
stratum are
boring wasp
local well dr,
Geotechnical
different fror
any subsoil t
portrayal of
pits. If differ
the findings a
Limitations of Liability
Warranty
iat the services performed by Federal Engineering and Testing,
ire conducted in a manner consistent with the level of skill and
i exercised by members of the profession currently practicing
conditions. No other warranties, expressed or implied, are
;he services of F.E.T. are an integral and valuable part of the
nstruction process, we do not warrant, guarantee, or insure the
tpleteness of services or satisfactory performance provided by
> of the construction process and/or the construction plans and
which we have not prepared, nor the ultimate performance of
materials. As mutual protection to clients, the public and
•eports are submitted as the confidential property of clients, and
for publication of statements, conclusions or extracts from or
reports is reserved pending our written approval. Reports are
it 3rd party use.
Subsurface Exploration
ploration is normally accomplished by test borings. The soil
icludes sampling information, description of the materials
roximate depths of boundaries between soil and rock strata and
ata. The log represents conditions specifically at the location
oring was made. The boundaries between different soil strata
t specific depths; however, these depths are in fact approximate
upon the frequency of sampling. The transitions between soil
ten gradual. Water level readings are made at the time the
rformed and can change with time, precipitation, canal levels,
vdown, and other factors. Regardless of the thoroughness of a
xploration there is always a possibility that conditions may be
those of the test locations; therefore F.E.T. does not guarantee
ndition surrounding the bore test holes. For a more accurate
rbsurface conditions, the site contractor should perform tests
,it conditions are encountered, F.E.T. shall be notified to review
d make any recommendations as needed.
Laboratory and Field Tests
Tests are pe{fonned in accordance with specific ASTM Standards unless
otherwise ind cated. All criteria included in a given ASTM Standard are not
always requi& and performed. Each test report indicates the measurements
and determinaiions actually made.
Ownership of Tests /Reports
All test resul 's and/or reports prepared by F.E.T. pursuant to this agreement
and/or Adder dum(s) thereto, shall remain the property of F.E.T. until all
monies due ai'ld owing to F.E.T. under this Agreement and/or Addendum(s)
thereto, are paid in full.
Analysis and Recommendations
The Geotecht teal 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 suffrcie't for these purposes, it is not intended to determine the cost of
construction 'c 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 witlr 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 Engineers 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 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/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 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 of Report
Federal Engineering & Testing, Inc. shall have no liability, in contract, tort or
othenvise, 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- of
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.
i� Phone 954-784-2941
ederal
800-848-1919
& TESTING INC. Fax 954-784-7875
i0 SW 1 th Ave Pompano Beach, FL 33069 fed-eng.com
Soil / Ag
Soil Borir
Density (
Grain Siz
Moisture
Soil Clas
Limerock
Florida B
Specific (
Carbonat
Hydraulic
Organic (
L.A. Abra
FDOT In
QC Manc-
Partial List of Services
Geotechnical Engineering Services
,egate Tests
Field Inspection Services
s
impaction Tests
Fill & Quality Control Inspections
Analysis
Demucking Inspections
ontents
Building Inspections
`ications
Pile Driving Inspections
learing Ratios
Pile Load Tests
Steel Inspection
firing Values
Threshold Inspection
avity
Analysis
Bolt Inspection
'onductivity
#--4-
Weld Inspection .
Vibration Monitoring
Earthworl Inspections
QC Conc fete Inspections
QC Asph„It Inspections
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 Thickness Determination
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 II Site Assessments Lead Base Paint Surveys
Site InSpE `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
Roof Testing & Inspection Services
TAS 105 ield Fastener Withdrawal Test
TAS 106 ile Uplift Test
TAS 124 ell Chamber / Bonded Pull Test
TAS 126 oisture Survey
Windload Calculation
Drainagef;sment
alculations
Lightweig Concrete placement Inspection
Roof Ass / Evaluation
Cap She f Inspection
Fastener pacing Inspection
Tile/ Shinle/ Standing Seam Inspection
Base Sheet Installation Inspection
Insuranc l Mitigation
Retrofit Mitigation/ Certification
Roof Drai6age Calculations
uction Material
American Concrete
Bering Council
Institute
=a *DAD
Miami Dade
County
U71
Florida Department
of Transportation