GEOTECHNICAL EXPLORATION
REPORT OF
GEOTECHNICAL EXPLORATION
RESTAURANT HOLDINGS, INC
SE CORNER OF WOOLBRIGHT ROAD AND FEDERAL HIGHWAY
BOYNTON BEACH, FLORIDA
FOR
WOOLBRIGHT GRILL PARKING LOT
900 EAST ATLANTIC A VENUE
SUITE 12
DELRA Y BEACH, FLORIDA 33483
PREPARED BY
NUTTING ENGINEERS OF FLORIDA, INC.
1310 NEPTUNE DRIVE
BOYNTON BEACH, FLORIDA 33426
FEBRUARY 2002
Geotechnical & Construction Materials
Hydrogeology & Monitoring Wells
Engineering' Inspection' Testing
01310 NEPTUNE DRIVE' BOYNTON BEACH, FL33426 08175WEST32""AVENUE'SUITE2'HIALEAH,FL33018
(561) 736-4900' (954) 941-8700' (305) 824-0060' Fax (561) 737-9975'(954) 938-8900 (305) 557-3083 . Fax (305) 824-8827
Jtechnical & Construction Materials
Engineering & Testing' Inspection
Environmental Services
Offices throughout the state of Florida
www.nuttingengineers.com.info@nuttingengineers.com
February 15, 2002
Mr. John Therien
Restaurant Holdings, lnc.
900 East Atlantic A venue
Suite # 12
Delray Beach, Florida 33483
Phone: 561-278-0356
Fax. 561-243-3147
Subject:
Report of Geotechnical Exploration
Woolbright Grill Parking Lot
SE Corner of Woolbright Rd & Federal Highway
Boynton Beach, Florida
Dear Mr. Therien:
Nutting Engineers of Florida, lnc. has performed a geotechnical exploration for the proposed
Woolbright Grill Parking Lot in Boynton Beach, Florida. The purpose of this exploration was to
obtain information concerning the site and subsurface conditions in order to determine the impact
of those conditions on the proposed construction at the site. This report presents our findings and
recommendations.
PROJECT INFORMATION
The site of the referenced project is located on the SE Corner of Woolbright Rd & Federal
Highway in Boynton Beach, Florida. We understand that the planned construction will include a
new parking lot and a new bulkhead. The site is currently a vacant lot covered with vegetation. We
understand that the finished grade elevation of the proposed parking will remain the same, as the
current elevations.
GENERAL SUBSURFACE CONDITIONS
Subsurface Soil Exploration
The exploration of subsurface conditions included site observation, a Standard Penetration Test
boring (ASTM D-1586) and an Exfiltration Test performed on February 7, 2002.
Nutting Engineers of Florida, lnc. has performed one (1) Standard Penetration Test boring
(ASTM D-1586) to a depth of 18 feet below the existing ground surface in order to evaluate the
subsurface soil conditions.
1310 NEPTUNE DRIVE' BOYNTON BEACH, FLO~IDA 33426' (561) 736-4900' Fax (561) 737-9975
Broward (954) 941-8700' Hillsborough (727) 372-2300' Miami-Dade (305) 557-3083
In addition, one exfiltration test was performed at the site to determine the hydraulic conductivity
values of the subsurface soils. The 'Usual Open-Hole' exfiltration test was performed in
accordance with South Florida Water Management District (SFWMD) specifications to a depth
of 6 feet below the existing ground surface. The hydraulic conductivity value was calculated and
reported in units of cubic feet per second per square foot of seepage area per foot of head (cfs/ft2-
ft).
The individual test boring and exfiltration reports are presented in the Appendix of this report.
The boring and field tests were established in the field using approximate methods; namely, a
measuring wheel and available surface controls.
Test Boring Results
')
",...c.i(. -
ln general, the test boring revealed light brown fine sands with some concrete debris to a depth of
2.8 feet below the existing ground surface. Beneath this layer, brown fine sand with little
organics and limestone fragments were encountered to a depth of 4.5 feet, followed by brown
fine sand to a depth of 6 feet below the existing ground surface. Below this stratum, a layer of
brown silt was encountered with a thickness of 5 feet. Beneath these low strength and highly
compressible soils dark gray to brown fine sand was encountered to a depth of approximately 17
feet, followed by light gray limestone to the maximum explored depth of 18 feet.
The groundwater level was measured at the boring locations at the time of drilling. The
groundwater was encountered at the boring locations at a depth of 5 feet below existing ground
surface. Groundwater levels will fluctuate due to heavy precipitation, seasonal climatic changes,
construction activity, and other site-specific factors.
Exfiltration Test Result
In general the exfiltration test revealed light brown fine sand with some trash. to a depth of 3 feet
below the existing ground surface, followed by brown sandy organics to a depth of 4 feet below
the existing ground surface. Beneath this layer, brown fine sand was encountered to a depth of
5 7 feet. Below this stratum, dark brown organics were encountered below these depths to a
maximum termination depth of 6 feet. The hydraulic conductivity value (K) was 4 12 X 10-5
cubic feet per second, per square foot, per foot of head. Detailed soil description and flow rate is
presented in the Appendix.
ENGINEERING EV ALUA TION AND RECOMMENDATIONS
Fine sands with some concrete debris were found in boring B-1 in the upper 3 feet below existing
grade. Pavement supported on uncontrolled, non-structural fill could result in cracking and
distress. We recommend that test pits be performed at the site to evaluate the conditions and
nature of the existing fill materials.
~1
@NUTTING
~~ ENGINEERS
OF FlORIOA INC
ESTABLISHED 1967
Planning for the parking lot constructic
the upper fill materials. It is our opin
resulting in potential settlement and p<
alternatives may be considered regar
following:
~~
-y soft silt soils found below
msidered very compressible
pavement section. Several
parking lot. They are the
.
Removal of the eXlstmg silt material in its entirety and replacement with approved
granular materials. This alternative will provide the best performance; however, it will be
costly due to the depth of the silt layer.
\-
.
Placing the pavement structure over the existing soil profile provided earthwork site
preparations are implemented at the site to assist in locating any materials, which would
signify poor subgrade support, and some increased frequency of maintenance can be
accepted over the life of the pavement structure.
').- W>" <:.,
.
Minimize potential distress on the pavement surface by implementing a combination of
earthwork site preparation and stabilizing the pavement structure with a, geogrid layer "?
~-
. Preloading the site with fill soils to pre consolidate the silt and reduce settlements to
acceptable amounts.
We recommend that discussions be held with interested parties to determine which alternative
should be used for this project.
We appreciate the opportunity to provide these services for you. If we can be of any further
assistance, or if you need additional information, please feel free to contact us.
Sincerely,
NUTTING ENGINEERS OF FLORIDA, INC.
<</ i/,/-
L . 1';<. 1.-/ ,!. f't'---r-
Alex R. Montenegro, E.t.
Senior Engineer
1?r?~J./UcLw: 2/18/" 2-
Richard Wohlfarth, P.E.;;Z;858
Director of Engineering
Attachments: Test Boring Location Plan
Test Boring Record
Exfiltration Test Result
Limitations of Liability
Soil Classification Criteria
Restaurant Holdings_woolbright grill parking lot.1eo
@NUTTING
~~ ENGINEERS
OF FLORIDA INC
ESTABLISHED 1967
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NUTTING
ENGINEERS
OF FlORIDA, INC.
Established 1967
<: echnical & Construction Materials
Hydrogeolo9Y & Monitoring Wells
Engineering. Inspection. Testing
TEST BORING REPORT
Client: Restaurant Holdings, Inc.
Project Name: Woolbright Grill Parking Lot
Project Location: SE corner of Woolbright Rd. & Federal Hwy., Boynton Beach, FL
Hole Location: Approx. 35' S & 30' W of NE property corner
Driller' T Simmons
Elevation Reference: Approx. @ road crown
Casing:Diameter' Mud Rotary
Sampler:Diameter' 2" 00 x 2' Split Spoon
Groundwater depth:lmmediate: 5'---
SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE.
Depth
Feet
Description of Materials
I
I:::
16
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-. ----
It. brown quartz fine SAND, little concrete
Brown SAND with little organics & limestone
fragments
Brown quartz fine SAND
-~-
Brown organic SilT
6' - 8' w.e.= 342.1%
8' -10' w.e. = 141.4% a.c. = 20.14%
Ok. gray quartz fine SAND
Brown quartz fine SAND, trace of root
__ Lt. gray LIMESTONE
Test Boring terminates @ 18 feet.
11
12.S
ls.6
. Penetration. N Value
Blows
Sampler Casing
o
10
30
50
60
70
90 N
80
20
40
/ 15 2/5
10/5
~ 7 514
313
M 3/S
/ sn
3 2/2
111
2 111
111
\ 4 111
312
S
8 2/3
S/S
--
100
SOlO
Order#'
Hole#'
12998.1
1
Date Started:
Date Completed:
Hammer WT
Hammer WT
2f7/2002
Fall:
140# Fall: 30"
by'
1310 Neptune Drive, Boynton Beach, Florida 33426
Boynton Beach (S61) 736.4900' Pompano Beach (9S4) 941-8700' FAX (S61) 737-9975
eSTABLISHED 1987
Geotechnical & Construction Materials
Hydrogeology & Monitoring Wells
Engineering' Inspection' Testing
www.nuttingengineers.com
Client:
Project:
Location:
Test:
Surface Elevation:
Restaurant Holdings, Inc.
Woolbright Bar & Grill Parking Lot
SE corner Woolbright Rd. & Federal Hwy., Boynton Beach, FL
Usual Type Open Hole Exfiltration Test
A At R d C Water table from ground
pprox. oa rown rf
su ace:
Order#'
Report #.
Date:
12998.1
1
217/2002
5'
Casing Diameter' 6"
Tube Depth: 6'
One Pumping
Minute Rate in
Increment Gal/Min
1 0.5
2 0.5
Sample Location: Approx. 35' S & 35' W of NE property corner 3 0.5
4 0.5
5 0.5
Material Description: 0-3' Lt. Brown quartz fine SAND & 6 0.5
buried trash 7 0.5
8 0.5
3' - 4' Brown sandy ORGANICS 9 0.5
10 0.5
4' - 5'-8" Brown quartz fine SAND
5'-8" - 6' Dk. Brown ORGANICS
K = 4 12 X 10.5 cfs/feft.head
ExfH12998.1.mc.xls
1310 NEPTUNE DRIVE' BOYNTON BEACH. FLORIDA 33426
Palm Beach (561) 736-4900' Broward (954) 941-8700' Miami-Dade (305) 858-0981' Fax (561) 737-9975' Fax (954) 938-8900
SOIL CLASSIFICATION
RELATIVE DENSITY
SAND
SPT N-VALUE
RELATIVE
(blows/ft.)
DENSITY
4
10
29
49
o -
5 -
11
30
>50
100/6"
Very Loose
Loose
Medium
Dense
Very Deuse
Refusal
PARTICLE SIZE
Boulder
Cobble
Gravel
Sand
Silt
Clay
>12 in.
3 to 12 in.
4.76mm to 3 in.
0.074mm to 4.76mm
0.005mm to 0.074mm
<0.005mm
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CRITERIA
SHEAR STRENGTH
CLAY
SPT UNCONFINED CONSISTENCY
N-Value COMP.STRENGTH
(blows/ft.) (tons/ft.2)
<2
2 4
5 8
9 15
16 - 30
>30
<0.25
0.25-0.50
0.50-1.00
1.00- 2.00
2_00-4.00
>4.00
Very soft
Soft
Medium
Stiff
Very Stiff
Hard
DESCRIPTION MODIFIERS
o
6
11
21 35%
>35%
Slight trace
Trace
Little
Some
Aud
5%
10%
20%
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iMITATIONS OF LIABILITY
WARRANTY
We warrant that the services performed hy Nutting
Engineers of Florida, Inc. are conducted in a manner
consistent with that level of care and skill ordinarily
exercised hy members of tlle profession currently
practicing under similar cunditions. Nu uther
warranties, expressed or implied, are made. While
the services of Nutting Engineers of Florida, Inc. are a
valuahle and inlegral part of the design and constructjon
le'illlS, we do not warrant. guarantee, or insure the
quality or completeness of services provided hy other
members of those teams, the quality, completeness, or
satisfactory performance of construction plans and
specifications wruch we have nol prepared, nor the
u1timale performance of building site materials.
SUBSURFACE EXPLORATION
Subsurface exploration is nonnally accomplished hy
test horings; test pits are sometimc.s employed. The
method of determining the horing location and the
surface elevation at .the horing is noted in the report.
TIlis information is represented on a drawing or on the
horing log. The location and elevalion of the boring
should be considered accurale only 10 the degree
inherent with the method used.
The soil "')ring log includes sampling information,
descripljon of the materi als recovered, approximate
depths of houndaries between soil and rock strata and
groundwater data_ The log represents conditions
specifically at the location and time the boring was
made. The houndaries between different soil strata are
indicated al specific depths; however, these dep~ are
in fact approximate and dependent upon the frequency
of sampling. 1l1e transition between soil strala is often
gradual. Waler level readings are made at the times and
under conditions stated on the boring logs. Water levels
change wilh time, precipitation, canal levels, local well
drawdown and other factors.
LABORA TORY AND FIELD TESTS
Tests are performed in accordance with s-pecific AS1M
Standards unless otherwise indicated. All criteria
included in a given AS1M Standard are not always
required and performed. Each test report indicales the
measurements and delerminatiuns actually made.
@NUTTING
~.a ENGI~~;~~NC
ESTABliSHED f967
ANALYSIS AND RECOMMENDATIONS
TIle geotechnilal report is prepared primarily to aid in
the design uf site work and structural foundations.
A1thuugh tJle information in the report is expected to be
sufficient for these purposes, il is nol intended to
determine the cost of construction or to stand alone as a
construction ~-peci fic3tion.
Report recommendations are hased primarily on data
from lest horings made at the locations shown on the
test horing reporLs. Soil variations may exist between
horings and may not become evidenl until construction.
If variations are then noted, the geolechnical engineer
should be contacted so that field conditions can be
examined and recommendations revised if necessary
TI1c geotechnical report states our understanding as 10
the location, dimensiom and structural features
proposed for the site. Any signijicant changes in the
nature, design, or location of the site improvements
must be communicated to the geotechnical engineer
so that the geotechnical analysis, conclusions, and
recommendalions can be appropriately adjusted.
CONSTRUCTION OBSERV A TION
Construction ohservation and testing is an important
element of geotechnical services. 'Il1e geotechnical
engineer s field represenlative (G.E.F.R.) is the
"owner's representative" ohserving the work of the
contractor, perfonning test~ and reporting data from
such tests and ohservations. The geotechnical
engineer's field representntive does not direct the
contractor's construction means, methods, opera-
tions or personnel The G,E.F.R. does nOI interfere
with tile relafjonship hetween the owner and the
contractor and, except as an observer, does not become
a suhstitute owner on site. TI1c G.E.F.R. is rcspon.sihle
for hi&lher safely, hul has no responsibility for the
safety of other personnel at the site. 1l1e G.E.F.R. is an
important member of a team whose responsihility is to
ohserve and test the work being done and report 10 the
owner whether thai work is being carried oul in general
conformance with the plans and specificaljons.