HomeMy WebLinkAboutSUBSOIL INVESTIGATION REPORTSCANNED
A
Sm. Ludy COO
Subsoil Investigation Report
prepared by:
Client: 'Mel-Ry Construction, Inc.
Contact: Mack Mattos
'Address: 10967 S. Oce'an''Dfive
Jensen Beach, FL -34957
Project. Pr6posed Single Family Home
Address: 40 Nettles Mv'd.
Jensen Beach, FL 34957
Date: Thursday, June 04, 2015.
Materials Testing I hispections. I Environmental
1 t 111 l
1
Phone 954-784-2941''
fIIed-y . 800=848-191.9
1'.
& TESTING INC: Fax 954-784-78:75
2,50'SW Ave Rompano Beach, FL.33069.:. . . fed-eng.COm
I
Table of Contents'
Client. Information:-=--------=--=--==---=-------------------------------------- =------------ P g. i
Project Information --------- -------------------------- =-------- --=-------------------------- Pg 1 .
General Soil Descriptions - --- --------------------------------- =-------------------------- pg. 1:
Foundation Recommendation's ------------------------------------ =---- -----------
==-- pg.' 2
Soil . Parameters-=-------==---==----------------------------=--------=----=-------------- g: 3
P
Excavations, --------=-------=-----------------=----------------=---------------------------
pg. 3 .
Settlement---------------------- ------------------------- ----------------------------------- pg::4...
Grading-=---------=------==-=----==-------------------------------------------- .:--------- ; 4
P&...
Appendices-------=-------=--------- -------- --------------------- -------------- --------- -------- Pg 5
Soil Boring. Log(s)
Project Location
Soil Boring Location(s)
Soil.'Classifications.
.', Sampling Procedures . ...
Limitations of:]Liability
�
For Your :Information
Our fin ' �gs in. this' report are based on soil conditions encountered in the -test. bore- locations: only; •proposW :structure to
be built (if available; at .this stage), Florida.Building:Gode requirements and:standard,engineeririg practices. If your, report
is preli ary (i.e, vacant;land.or.buildmg'to be'demolished) additional:b.orings are.: required:within:the: foot.pruit of the
propose i structurq once the. location .&aayout'of the:proposed structure is known:.: .
Please. li ad this report: in its. entirety and -follow .all recommendations: Failure to ;do so: inay ; result • in the permitting
agency, wilding .Department,, etc:) withholding: the; Certifica1.te' of -Occupancy. This1. cause delays and additional:
costs: a Permitting Agency will require 'a final:certification or sigmng'off of the project prior to :issuing the Certificate
of Occu ancy. All. of our recommendations need to be followed to receive. a' final certification from F.E.T.; including .
densitie on each lift; demiicking 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.
Finn, y' must verify. they: will .provide you with the proper certification'in writing, as outlined in our report..Our. firm
will'611 provide. a certification letter. if it has verified all :work as recommended' in our report.
• • MIAMMDMADE
Const' coon Material : American Concrete Miami Dade Florida Department
Engirt ering'Counai Institute County of Transportation ,
�- Phone 954-784-2941
r
800 848-1919
8<•TESTING INC: Fax 954',784-7875
250'SW13t Ave.Pom' ano Beach,,FL33069..' fed -en .C' 9m
Thursda , June 04, 2015 Job Order Number 15-SB-223
Mel-Ry onstrueti6n, Inc.
10967 S. Ocean Drive .
Jensen ach, FL 34.957
•
Attn.: Mack Mattos. .
RE: Subsoil Investigation
Proposed Single Family. Home:
•
1 40 Nettles Blvd.
Jensen Beach; FL 34957 .
Dear .S.l s:
Pursua to. your request, Federal.Engifi eying &:Testing,.Inc. has completed a subsoil investigation on 06/03/201.5 at the
above ferenced : site.. The purpose, Of our investigation was. to ,verify subsoil conditions . relative to foundation
prep
'on and design: .
A total f two (2) SPT borings were performed according to ASTM U=1586 drilled down to a depth of twenty-five feet
(25)• below -the existing: ground surface:. (See attached field.'sketch for. locations). The following is a :general_ description
Of soil ratas for the.subjOct site:
i
Depth
From, •To• Desc nption of Soils : •
n
0" 4" : Concrete ,Slab .
4" ' :
T .r'' Coarse Pale,Brown. Sand with Shell
�..
14' : .riy.Sand with Shell
,25' Coarse Gra: "Sand and' Shell
Ground' atOr table elevation was :measured imn ediately:At the •completion of. each. boring arid. was: found at. an average
depth o four .(4) feet below: •existing, ground surface, Fluctuation in water. 'level: should be anticipated due to; seasonal
variatio s and runoff 'as well as varying. ground'.elevation,.' construction dewatering and.pumping activities in the :area..
Site coy tractor. must familiarizehirnklf with site conditions. in the. event 4roundwater 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
dewate g activities: Specialty_ groundwater: contractors shall' be consulted for all work below the .groundwater level:
Thursday, une 04, 2015
40 Nettles lvd. MA
Jensen l3I h, FL 34957
Page 2
The bo `ng log(s) attached .present a detailed description of the soils encountered at .each location. The soil 'stratification.
shown n 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 typ'ps may be gradual.
From a eotechnical '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 and proof rolling; and must be removed prior to filling operations.,
Based 4in our understanding of the proposed structure and the informations obtained from our- field boring log(s); we
recomriend .the following procedures for foundation design:
i
1) Strip the entire footings and building construction areas plus five .(5) 'feet past the outer perimeter of topsoil and.
I ground_ vegetation (when encountered) down to clean granular material. Any underground structures, utility'
:'I 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.
2Y Saturate and compact allconstruction 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 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) Backf ll 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 shouldI. be 'collecied'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:o f GP, GW, GP -.GM; GW-GM, SP; .
or SW.. No particle size, greater than three (3) inches shall -be used in the top l2.iiiches :of the building pad.
7) i' 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 (l2) percent fines passing a U.S. Standard No. 200 sieve (0.075mm).
Thursday,..
40 Nettles
Jensen Be4
Page 3
�i
9)
Verify all densification procedures by taking anadequate 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.
10. All of the . above Geotechnical work shall be performed under the supervision of Federal' Engineering &
Testing'§ geotechnical engineer, . or. his representative: to : verify: compliance. with .our specifications' and the. .
Florida Building Code; Tlease. call us at 954-784-2941 for scheduling.
11 In the event of .existing structures,.existing footings or proposed drainage lines,: provisions shall be xnade,by the
structural engineer.'and'site contractor; to protect all footingsfrom: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
design�l,ld for a shallow foundation system 'with, a permissible soil bearing pressure :not. to exceed 2500.' P..S.F. Building:
pad certification requires satisfactoryy completion and verification of all the above. foundation 'recommendations.,
Slabs aced upon compacied.fill may be designed using a modulus of. subgrade reaction value' of 200: pci..Th ' following
soil p a,meters shall be used Tor retaining wall designs:
• Soif unit weight moist--------------.-----------=------==-----=-----=-=---_:_-------------- ------- .. 1,10 pc f
r 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-=--------- ----==----------=---=--==-------- ---=------: 30°
• Angle of -wall friction for concrete / brick walls--= -------------------- =-=------------- =--- 200
• Angle of 'wall friction, for uncoated steel--=---===-==----=-=---=--==-====-=--=--=----------=• 15°
Excav'tions shall not extend within one (1) foot of the angle of repose next to existing footings or structures unless
unde nned. Trenching shall. be iricompliance with. the Florida Building Code, OSHA and,, Trench *Safety Act
require ents..Shorings shall be designed and 'inspected by a Florida licensed professional engineer.
Provis Ions 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 he used unless provided with
expan�'I'�ion joints to address differential settlement. „
i
Thursday,,June 04, 2015 +
40 Nettles lvd.
i
Jensen B th, FL 34957
Page 4
Detaile settlement ,analysis was beyond the scope .of this report.. Comparing the field test data .obtained in this.
explora, ion with our experience with structures similar to those proposed for this project, the estimated magnitude of
these s; ttlements is 0.5 to 1 inch. Due to the granular ,nature of the subsurface materials, the foundation, settlements
should ccur as the loads are'applied and should be virtually negligible by the end of the building shell completion. .
All out Fide ground surfaces must be sloped away from the structure to avoid water accumulation and ponding. All rain
waters hall be discharged away from -all building foundations. Verify all water, sewer, plumbing, sprinkler and drainage
lines a4 properly functioning with no leaks in the vicinity of the foundation.
Regar ess of the thoroughness .of a,_geoiechnical exploration, there' is always the possibility that :conditions may be
differ e it from those of -the test locations;. therefore, Federal Engineering.& Testing, Inc. does not guarantee any subsoil
conditi n between the bore test Boles. A site plan showing the location, of the proposed structure was ,not provided at: the
time t soil borings were. performed.' Fora more accurate portrayal, of subsurface conditions, the. site contractor should
perforr test pits. If different conditions are encountered; Federal Engineering & Testing Inc., shall, be notified, to review
the, fin' ings 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 riot to .be used for excavating; backfilling or pricing
estima ies. The site contractor must familiarize themselves with the job. site. conditions.
Enviro imental 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 , gence. 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 conf dential 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, feel free to contact .us :if we maybe of further service to you.
I
Kith "LeBlanc, Y
11
Federal'Il Fiigineering- &-,Testing, Inc. .
Florid Reg..No. 59394
Certifi �eate of Authorization # 5471
it
•TESTING INC:
250'SW 1th Ave.Aompano Beach, FL 33069 .
SPT Test Boring Report
Client;
Mel-Ry Construction, Inc.
Proposed Single Family Home
40 Nettles Blvd.
.Jensen Beach, FL 34957.
Phone 95'4-784-294.1
800-848-1919
Fax 954-784-7875.
. fed-eng.com
Date of Test: June 3, 2015
Hole No:: B-1
Location: See Attached Drawing
Depth (FT)
Soil Descriptions
Hammer Blows
"N"
1
0." = 4"
Concrete Slab
A
3
.
5
2.
2
3
3
5 4
7.
4
4" - 7'
Coarse Pale Brown Sand with Shell
3
3
5
4 3.
6
6
3
4
7
5 4 .
10'
8
6
7:
9
8 7.
1.0
T - 14'
Gray Sarid with Shell
9
10
11
A A
A
12
:.
A
A
13
A A
A.
.14
A
A .
15
12 '14.
..
27
1.6
}3
17
A... A.
"A
A
18
::
A:
19
A AA
14' - 25'
Coarse Gray Sand and Shell
,
20
A
A
21
11 12
25
22
13
14..
23 .
A ... A
A
24
;
..
A
A
25
A A
26 .'
27
28
29
30
I"
'
Keith'LeBlanc, P.E. 6�y�iS
Federal Engineering'-&- Testing, Inc.
Florida Reg. No. 59394
Certificate of Authorization # 5471
IN
& TESTING INC.
'250 SW I V1 thY'Av6PoqrmPino.Beach,FL33069- -
Client:. I
Project
Addre4 s:
Mel-Ry Construction, Inc.
Proposed Single, Family Homb
4.0.Neitles'.Blvd.
Jensen Beach, FL 34957
SPT Test Boflng R6p'prt
Phnnin 954.784.2941
80'0-849-1919
Fak:954484-4875
fed-dhgxom,
Date of Test: June 3, 2015
Hole No.: B-2
Location: See Attached Drawing
Depth'(FT).
Soil Descriptions
Hammer. Blows.
'IN".,.
i
Slab
'A
-3
.0,,-4,,
.'Concrete
6'
2
3
:3
3
6
41`- V
Coarse PA16 Brown Sand with Shell
14
4
8
4.
_7
5
7'
4'
10
.6-.
5
7
3
4
.8
4
5,-
6.'.!Y.-.
Fine Gray Sand ;v;ith:She.1l..
4'
12,
10
8
A
A
A
,12
A
A ,
13
A
A.
A
14
A
A
.15
j
6.
14
.16
8
:7.
17
A
A.
A
A
A
19.
25!
Coarse Cray Sand and Shell
A
:.'.A
A
10
:.A
A
21.
14.,..,.
14:
29.
22..
''15.
17.
23
A'
A
24
-A
'A.
25
A
A
26
27
28.
290
3
Water Level: 4'2." Below Land Surface. Keith teBll h'qc , P.Z.
Federal
e eral Enaiheerin ing"JAP.
A = Auger Florida Reg:
No, 59394
Certificate of Authorization # 5471
.. f , l�1141&
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J�•F%4•sj 4i • 4�'('(ff4aQ j,�� r9i a:L�. a�' .L.
Location•/'f9_•ha'%r�'
a sy�'•' 4e@• 1 N : t! e s' s! a d
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2015 Google
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IF
ENGINEERING
Soil Boring Location Map
Tederal'Engineering &TeStiUg Inc: 250SW-ljth A VEPoinpanoBeach, FL33069 (954) 784-2941
I ' ilient: Mel-Ry Construction, Inc. Project: Proposed. Single Family Home
Test: Subsoil'Investigailon Project Address: 40,Nettles Blvd.
(site map is not to scale) Jensen Beach, FL 34957
Correlation of Penetration Resisiance:with Relative Density and Consistency .
: Sands
'Dynamic Cone Penetrometer
Penetrometer Resistance
S_tandatd;Penetration
Hdmmer 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
Standard: Penetration '
Penetrometer, Resistance.
Hammer Blows
.Relative,Density
0=6 ..
0-2
V.erySoft
7._ 15 ..
3 = 5-.
soft"
16.= 30'.
: . 6'
Finn...
:. ; 31 - 45 :::
" U = •15. :.
Stiff.
:. 46 - 90 ::
16 _. 30 . '
Very Stiff .
ry
9.1 150 . ;.
: "' 31 :50,....
Hard::
Rock Hardness Description .
Soft:.
:.' Rock core.crumbles:when handled
Medium
Can break core with your hands
Wderately;Hard
Thin -edges 'of rock core can be broken with fingers.:
Hard:'.'
: Thin edges of rock core eannot.be broken with forgers .
Very Hard
Rock core rings when'struck with a hammer
Said Quantity- Modifiers,.,
VeryS1ight.Trace '.
0 - 2
' Slight.•Trace `
2 - 5 %
Trace'
5 -,10 %.
L_ ittle Trace :
.. :.:10 =.15
Some: ;.
15-30%....
I; With..
:> 30.0
' . Silt,- Clay'Quantity Modifiers,
Slightly Silty %Clayey
;
::Silty:/ Clayey..: ..:.•
' 5,
l Very. Silty /Clayey:.
.. ' . 30, :
Particle Site
Boulder. ' ',
> 12: m*
Cobble';'.
:. 3-= 12 in '
' Gravel; :..:.: '
.: ' 4.76 mtn = 3 in :.... :
:'.Sand
O':074 nor -'4:76 nim
' Silt - ' .
: 0.005 mm - 0,0.74 mm
:.Clay... .
The sc
ENGINEERING
Drilling'& Sampling Procedures
1 borings were installed. in accordance with Standard Penetration Tests procedures as set forth in ASTM D-1586.
;ntative samples were collected utilizing spilt -barrel techniques in accordance with the procedures set forth in
ation Tests and Spilt -Barrel Sampling of Soil in ASTM D-1586. The following field tests, measurements and
)ry.analysis were performed/collected during the installation of each soil boring.. .
rcuc�rnuuu t c��� . .
Durin the sampling procedures,: Standard Penetration Tests.were'performed at ,five (5) foot intervals to obtain the
sianda�d 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 (30) inches, required to advance the spilt -barrel sampler one (1) foot into the
subsuiace soil. The sampler was lower into the bottom of the previously cleaned drill hole and advanced by blows from
the ha a'uni6r. ' The number of blows was recorded. for each of the three :(3) successive 'increments of six, (6) finches.
penetr lion. The "N" value is obtained by adding the second and third incremental numbers. .
Water Level Measurements.
Water evel depths were obtained during the test boring operations. In relatively pervious soils, such as sandy soils, the
indica ed depths are usually.reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land -use and
recent rainfall conditions may influence the depths to groundwaterlevels.
Soil'P onerties /'Classification
All sat�ples collected were classified in accordance with the Unified Soil Classification System criteria'to determined
soil in aerial properties and . compared with published literature of the USDA Soil Conservation Survey of Broward
Count .
Ground Surface Elevations
Gro surface, elevations have not been provided for the proposed boring locations. Therefore, all references to depth
of the arious ,strata and materials -encountered were from existing grade at the .time of the drilling operations.
. ' Limitations of Liability
Warranty Analysis and Recommendations cont.
We warrant tl tat the services performed by Federal Engineering'and Testing, In accepting this report the client understands that all data from the soil boring
Inc. (F'.E.T.) '�1re conducted in a manner consistent with the level of skill and is intended for foundation analysis only and is not to be used for excavating,
Ore ordinarily exercised by members 'of the profession currently practicing backfilling or pricing estimates. In accepting this report the client understands
under. similar conditions. No other warranties, expressed or implied, are that all data from the soil boring is intended for foundation analysis,only and
made. While a services of F.E.T. are an integral and, valuable -part of the is not to be used for excavating, backfilling or 'pricing estimates. The.site
design and coy struction process, we do not warrant; guarantee, or insure the contractormust familiarize' themselves 'with the job site conditions. Soil
quality'or co pleteness of services or•satisfactory performance provided by borings) on 'unmarked' vacant property or existing structure(s) to be
other member of the construction processand/or the construction plans and demolished is considered preliminary with further boring(s) to be performed
specifications which we have not prepared, nor the ultimate performance of after'proposed building pad is staked. out: Report recommendations are based .
building site; aterials.' As mutual protection to clients, the .public. and primarily .on data from test borings made at the locations shown on the test
ourselves, all; 'ports'are'submitted as, the confidential property of clients, and boring reports.. Soil variations mayexist between borings : and may not
authoti2ation I or publication of 'statements, conclusions or extracts from or become evident until construction. If variations are then noted, F.E.T. must .
regarding. our eports is reserved'pending• our written approval. Reports are be contacted so that field conditions can be examined and recommendations
not intended f r3rd party use: revised if• necessary. The Geotechnical report states our understanding' as to
the location, dimensions; and structural features proposed . of the. site.' Any
Subsurface Exploration . significant changes in the nature, design, or location of the• site'improverrients
must :be communicated : to F.E.T. 'so that the 'Geotechnical analysis,
Subsurface e 'location is normally accomplished by test .borings. The • soil ..
boring log cludes sampling : information,' description of the. materials conclusions; and recommendations can be, appropriately. adjusted.
recovered, ap' oximate depths of boundaries between soil and rock -strata and
groundwater'' ta. 'The log. represents conditions specifically at the location
and time:the Wring was made. The boundaries between different soil strata Construction Observations ".
are indicated at specific depths; however, these depths are -in fact'approximate Construction observation and testing is an important element of Geotechnical
and dependeri 1, upon the frequency of. sampling.. The transitionsbetween soil services: The. Geotechnical Engineer's Field Representative (Field Rep.) Js the
stratum• are o en gradual. Water level readings are made at the time .the "owner's. representatiye" observing the work_ of the contractor, performing
boring wasp ormed.and can change•with'time; precipitation, canal levels, tests, And reporting data from such tests and observations. The Geotechnical
local well dra down, and other factors.. Regardless of the•thoroughness of -a Engineer's Field Representative does not.direct the contractor's•construction
Geotechnical xplorafion there is always a:possibility.thai conditions maybe means; methods, operations,, or personnel..The Field Rep. does not iinterfere.
different from hose of the test locations; therefore F.E.T., does not. 'guarantee with the relationship between the owner and the contractor, and except as an
any subsoil c dition surrounding the .bore test holes. Fora more accurate observer, does not become a- substitute owner. on site. The Field, Rep.' is only. .
portrayal. of s, bsurface conditions, the .site contractor should perform tests collecting data for.our Engineer to, review.' The Field Rep. .is responsible •for
pits. If differ' t conditions are encountered, F.E:T. shallbe, notified to review his/her safety only, but has no responsibility. for the.safety,'of'other personnel
the findings a• �' • make any recommendations as, needed. 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
Laboratory and Field Tests work being done. and report to the client whether -that work is being carried
Tests are pe : formed in accordance with specific ASTM Standards unless out, in general conformance with the plans and specifications.
otherwise, indi' ated.. All criteria, included in a given ASTM Standard: are not
Always requir' and performed.. Each rest report indicates the measurements .
and determina eons actually made.
Limitations of Report;
Ownership Of •Tests / Reports Federal Engineering & Testing, Inc: shall have no. liability, in contract',, tort or
All test result and/or reports prepared by'F.E.T. pursuant to this agreement otherwise, for any inaccuracy,'defect, or omission in interpreting this report
and/or. Adders um(s) thereto, shall •remain the, property of F.E.T: until 'all' and shall not in any. event have any liability for lost ;profits or any other
monies due a owing to F.E.T..under this Agreement and/or Addendum(s)
indirect special, incidental, consequential; exemplary' or punitive damages. .In'
thereto, are pa in full: the event of .future conflict between owners and' contractors the following
applies: F.E.T.(s). legal and/or' company representation and .preparation for
Analysis and•Recommendations, representation fees will be billed on an .hourly rate; Le; deposition, expert
The Geotechni al report is prepared primarily "to aid in the design of site work witness, etc., . F.E.T.' • has no obligation -to amend its conclusions ' .or
and structural foundations. Although the information in the report. is expected recommendations after the date of this report. Any alterations' or changes in .
to be sufficien for these u oses, it is riot intended to deferinine the cost of the location of the project should be. brought to our attention at the. earliest
p. rP convenience for review and applicability of this report.
construction.ol to stand alone as construction specifications.
.
Phone 954=78:4-2941
e:
er
a'
SQ0�848-1919
s TESTING INC:
Fax 954-7844875.
250 s 1 'th Ave. Pom' •ano B'each,. FL 33069 .. .. :. .... ... • : •
.... .. .. fed=en •.color
Partial. List, of Services
Geotechnical Engineering Services :
Soil ( Ag regate Tests
Soil Borin s
Field Inspection -Services. .:
Asphalt Services '
Densitybmpaction
Tests
Fill & Quality Control Inspections .
Demucking Inspections
Backscatter Density Tests
Extractions & Gradations
Grain.Slz Analysis
Building Inspections
Marshall'Limits • ,.
Moisture ' ontents
Pile Driving, Inspections
Bulk Specific Gravity
Soil Clas'
Lim'Orock'
fications
earing.Rabos �
Pile. Load Tests
Cores for•Thickness Determination
Monitoring
Florida B
.. , , .
anng.Values
Steel Inspection . ..
,Asphalt Ravemeiit . •
.Threshold:Inspection, .:
Asphalt Assessment '
Specific.(,:,
ravity
Bolt Inspection
Carbonat'
Hydraulic��Conductivity
Analysis
'
Weld Inspection
Concrete Tests
Organic .
.'
'o'ntents
Vibration Monitoring
Concrete' Strength Testing
Sluinp'Tests' ..
L.A. Abra
ion
:.
Geotechnical Engineering;
VHlndsor.Probe Testin
9
FDOT,In pections
QC.Mana ement
Foundation Engineerin g
Foundation Design & Recommendation
am sting
Schmidt'H FrierTe
Core Testing
Air:Content
Earthwor
QC Conc'
rg
Inspections
eteansPections. '
Subsoil Investigation
Pile Load .Calculations ' ..
Concrete'.Unit Weight
-:QCAsp
It Inspections ..
Piling Installation Monitoring
g 9
Flexual Strength Testing
;
Environmental.
Engineering Services
Phase I
ite.Assessments .
Phase' II Site Assessments
Lead Base Paint Surveys
Site Ins
ctions: :.'
;Phase I FplloW;up on:Contaminated-Sites'
Report and Analysis
Resea.rc ,
of Property Records.
.11
Installation of Monitoring Wells ' .
AirMonitoring'
Soil.Borings .
-Soil, and. Ground Water Analysis,
Roof�Testing. Inspection Services :
TAS 105
Field Fastener:Withdeawal Test
TAS 106'
Ile Uplift Test
:. .:
t'y r
.J<,; 4;t, �,•� :.: .
TAS -124•
ell Chamber / Bonded Pull Test ,J'., •
' L:�
7AS .126,
oistufe Survey.,
Windload
Calculation
Drainage
Calculations
j' I
LightW6i
it Concrete placerrient:lnspection
-Roof Assessment
/ Evaluation
'
Cap Shut
Inspection
-
-
Fastener
pacing Inspection
Tile/ $hinle/
Standing Seam 'Inspection
Base Shea
t -Installation Inspection
Insuranc:
Mitigation.
I
Retrofit ,
tigation/ Certification,.:
'�
Roof Dra
age Calculations
00'
MIAMFLIADE
��•
D
Co
structlon-Wterial . .'
American Concrete Miami Dade
Florida,Department
Engineering
Council. . :.
institute County
:. of Transportation :. '