HomeMy WebLinkAboutGeotechnical Study
Title: Geotechnical Study Proposed Bank
"Date: January 13, 2005
1
1.0
INTRODUCTION
The purpose of this exploration was to 1) investigate the subsurface conditions to the depths penetrated by the
borings, 2) evaluate the characteristics of the subsurface materials, and 3) provide information to assist in the
design and construction of the foundations for the proposed development.
2.0 GENERAL PROJECT INFORMATION
The project site is located at 146th Street and Hazel Dell Road, Carmel, Indiana (Hamilton County). The site is
relatively flat from construction at the site. The proposed building is planned tor slab on grade construction.
The proposed floor loading is less than 100 pst. The proposed wall loads and column loads will not exceed 3
kips/ft. and 80 kips respectively. Parking and driveway areas are planned to surround the building. No "heavy"
trucks will utilize the proposed pavement for this building.
3.0 FIELD EXPLORATION
Twelve (12) borings were scheduled to be performed at the site on January 3 and 4, 2005, in the area of the
proposed building as shown on the Boring Location Map in the ~ppendix. Boring locations were requested by
our client, and were consistent with typical minimum spacing and location guidelines. Borings 8-4 and B-7
were omitted due to a large stockpile of soil on the site.
The soil test borings were drilled to depths of 10 to 15 feet (please refer to soil conditions (section 4.1) for
further details). The borings were advanced using 3 1/4" 1.0. hollow-stem augers. Samples were recovered in
the undisturbed material below the bottom of the augers using the standard drive sample technique in
accordance with ASTM 0 1586-99. A 2" 0.0. by 13/8" 1.0. split-spoon sampler was driven a total of 18 inches.
The number of blows of a 140-pound hammer falling 30 inches was recorded for each 6 inches of penetration.
The sum of blows for the final 12 inches of penetration is the Standard Penetration Test result commonly
referred to as the N-value (or blow-count). Split-spoon samples were recovered at 2~-foot intervals, beginning
at a depth of 1 foot below the existing surface grades, extending to a depth of 10 feet, and at 5-foot intervals
thereafter to the termination of the boring. Water levels were monitored (when possible) at the borehole
location during drilling and upon completion of the boring.
Upon completion of the boring program, all samples recovered therein were returned to Benchmark Land
Services, Inc. soils and materials testing laboratory where they were visually examined and placed in groups of
like materials. A laboratory log of the borings has been prepared based upon the driller's field logs, laboratory
test results and visual classification. The test boring logs are included in the Appendix of this report. Indicated
on the logs are the primary strata encountered, the depth of each stratum change, the depth of sample,
Standard Penetration Test results, groundwater conditions and selected laboratory test data. The laboratory
Benchmark Land Services, Inc.
9855 Crosspoint Blvd., Suite 110
Indianapolis, IN 46256
Ph. 317-841-1506 Fax 317-841-1507
BLS
Title: Geotechnical Study Proposed Bank
~ Date: January 13, 2005
2
logs were prepared for the borings giving the appropriate sample data and the textural description and
classification.
Representative samples recovered in the boring were selected for testing in the laboratory to evaluate their
physical properties and engineering characteristics. Laboratory analyses included an estimate of the
unconfined compressive strength (qu) utilizing a calibrated hand penetrometer. The results of all laboratory
tests are summarized on the boring logs.
4.0 SUMMARY OF FINDINGS
This section presents a generalized description of the subsurface conditions encountered at the boring
locations. For more detailed information, please refer to the Boring Logs in the Appendix.
4.1 Soil Conditions
The soil samples recovered were visually classified by a geotechnical soils professional based upon texture
and plasticity in general conformance with the Unified Soil Classification System. The various soil types are
grouped into the main strata noted on the Boring Logs. The stratification lines designate the approximate
interface between similar materials; in-situ transitions may be more gradual.
The borings were performed within the proposed construction. Extending to a depth of 6.0 feet in B-5 and B-8,
to a depth of 8.5 feet in B-1, B-2, B-3, and B-6, and to termination of the boring in B-10, medium stiff to very
stiff brown silty clay with trace sand and gravel was encountered. A Standard Penetration Test (SPT) result
(N-value) of 7 to 25 blows per foot was recorded, which indicates a consistency of medium stiff to very stiff.
Moisture contents of the soil ranged from 8.8 to 27.70/0.
Extending to a depth of 3.5 feet in B-9, medium stiff dark brown silty clay was encountered. A Standard
Penetration Test (SPT) result (N-value) of 10 blows per foot was recorded, which indicates a consistency of
medium stiff. Moisture content of the soil was 26.50/0.
Extending to a depth of 3.5 feet in 8-11, stiff brown silty clay was encountered. A Standard Penetration Test
(SPT) result (N-value) of 12 blows per foot was recorded, which indicates a consistency of stiff. Moisture
content of the soi I was 19.00/0.
Extending to a depth of 6.0 feet in B-12, stiff brown gray silty clay with trace sand and gravel was encountered.
A Standard Penetration Test (SPT) result (N-value) of 12 blows per foot was recorded, which indicates a
consistency of stiff. Moisture contents of the soil ranged from 10.7 to 11.90/0.
Benchmark Land Services, Inc.
9855 Crosspoint Blvd., Suite 110
Indianapolis, IN 46256
Ph~ 317-841-1506 Fax 317-841-1507
BLS
Title: Geotechnical Study Proposed Bank
· Date: January 13, 2005
3
Extending from a depth of 3.5 to 6.0 feet in 8-9, stiff brown silty clay with trace sand and gravel was
encountered. A Standard Penetration Test (SPT) result (N-value) of 12 blows per foot was recorded, which
indicates a consistency of stiff. Moisture content of the soil was 9.20/0.
Extending from a depth of 3.5 to 6.0 feet in 8-11, loose brown clayey sand and gravel was encountered. A
Standard Penetration Test (SPT) result (N-value) of 10 blows per foot was recorded, which indicates a relative
density of loose.
Extending from a depth of 6.0 to 8.5 feet in 8-11, stiff brown silty clay with trace sand and gravel was
encountered. A Standard Penetration Test (SPT) result (N-value) of 12 blows per foot was recorded, which
indicates a consistency of stiff. Moisture content of the soil was 11.60/0.
Extending from a depth of 6.0 feet to termination of the boring in 8-12, stiff to very stiff brown silty clay with
trace sand and gravel was encountered. A Standard Penetration Test (SPT) result (N-value) of 15 to 27 blows
per foot was recorded, which indicates a consistency of stiff to very stiff. Moisture contents of the soil ranged
from 7.7 to 11.20/0.
Extending from a depth of 6.0 to 8.5 feet in 8-5, and from a depth of 8.5 feet to termination of the boring in B-3,
medium dense to dense brown sand was encountered. A Standard Penetration Test (SPT) result (N-value) of
15 to 31 blows per foot was recorded, which indicates a relative density of medium dense to dense.
Extending from a depth of 6.0 feet to termination of the borings in B-8 and B-9, from a depth of 8.5 feet to
termination of the boring in B-1, B-2, and 8-11, and from a depth of 8.5 to 13.5 feet in B-6, medium dense to
very dense brown sand and gravel was encountered. A Standard Penetration Test (SPT) result (N-value) of
21 to 56 blows per foot was recorded, which indicates a relative density of medium dense to very dense.
Extending from a depth of 8.5 to 13.5 feet in 8-5, very stiff brown silt was encountered. Standard Penetration
Test (SPT) result (N-value) of 25 blows per foot was recorded, which indicates a consistency of very stiff.
Moisture content of the soil was 20.80/0.
Extending from a depth of 13.5 feet to termination of the boring in 8-5 and B-6, very stiff gray silty clay with
trace sand and gravel was encountered. A Standard Penetration Test (SPT) result (N-value) of 17 to 26 blows
per foot was recorded, which indicates a consistency of very stiff. Moisture content of the soil was 10.70/0.
Moisture content determinations were performed on the clay (cohesive) samples in all of the borings.
4.2 Groundwater Conditions
Groundwater was noted during the drilling process at. 4 to 12 feet below grade. The boreholes did collapse
upon removal of the augers at 4 to 9 feet below grade.
Benchmark Land Services, Inc.
9855 Crosspoint Blvd., Suite 110
Indianapolis, IN 46256
Ph. 317-841-1506 Fax 317-841-1507
BLS
Title: Geotechnical Study Proposed Bank
· Date: January 13, 2005
4
It should be recognized that fluctuations in the long-term groundwater levels are normal and will change
throughout the year baged upon variations in precipitation, evaporation, surface runoff and other developments
in the area. The. groundwater levels discussed herein and indicated on the boring logs represent the
conditions at the time the measurements were obtained.
5.0 DESIGN RECOMMENDATIONS
5.1 Foundation Recommendations
This section of the study provides recommendations for the design and construction of the foundation for the
proposed building. The primary requirement in evaluating the most suitable foundation system for a structure
is 1) the type of loading conditions, and 2) the soil stratum on which the structure may be safely supported.
This determination included considerations with regard to both allowable bearing capacities of the soil and
estimated settlement/movement to be experienced by the proposed structure.
Based on the borings, we recommend that the building be supported on shallow spread foundations bearing on
the Natural Medium Stiff Clay Soils or on structural fill overlying the same. These foundations should be
proportioned using a net allowable soil bearing pressure not exceeding 2000 pounds per square foot
(psf).
The soil bearing pressures given above, and their associated settlement estimates, is a 'net' value. The 'net'
bearing pressure is the stress (pressure) imposed on the soils, above that which is acting on them in their
existing state. The allowable net pressure must include any foundation loading, as well as the pressure of any
newly placed fill, or other surcharge loads.
All exterior foundations and foundations in unheated areas should be located at a depth of at least 30 inches
below final exterior grade for frost protection. We recommend that strip footings should be at least 18 inches
wide and column footings are at least 24 inches square. We estimate properly designed and constructed
building foundations will experience less than approximately 1 inch post construction settlements,
with differential settlement on the order of ~ inch.
The recommendations discussed above assume Benchmark Land Services, Inc. will carefully evaluate all
foundation excavations during excavation. All footing excavations must be thoroughly evaluated by the
Geotechnical soils professional, or his representative, prior to placement of concrete. The intent of this
evaluation is to establish that the actual field conditions are compatible with design.
5.2 Floor Slabs Recommendations
It is recommended that all floor slabs be designed as "floating", that is, fully ground supported and not
structurally connected to walls or foundations. This is to minimize the possibility of cracking and displacement
of the floor slab because of differential movements between the slab and the foundation. Although the
Benchmark Land Services, Inc.
9855 Crosspoint Blvd., Suite 110
Indianapolis, IN 46256
Ph. 317-841-1506 Fax 317-841-1507
BLS
Title: Geotechnical Study Proposed Bank
~ Date: January 13, 2005
5
movements are estimated to be within the tolerable limits for structural safety, such movements could be
detrimental to the slabs if they were rigidly connected to the foundations.
The building floor slabs should be supported on a minimum 4-inch thick, granular base course, bearing on a
suitably prepared subgrade (see section 6.0, Construction Considerations, for more information. The granular
base course is expected to help distribute the loads and equalize the moisture conditions beneath the slab.
This granular base course should be supported on firm existing soils or on newly compacted structural fill
overlying the same. Provided that a minimum of 4 inches of granular fill material is placed below the slab, a
modulus of subgrade reaction (k30) of 100 Ibs./cu. in. can be used for design of the floor slabs.
5.3 Seismic Recommendations
The seismic conditions for this project have been determined using the information contained in the 1997
Uniform Building Code. Seismic design considerations for the project should incorporate the following
parameters:
Seismic Zone
Seismic Soil Profile Type
1
Sn
, 5.4 Groundwater Recommendations
Short-term groundwater levels were monitored during, and upon completion of the drilling operations. The
short-term readings obtained during drilling indicated water seepage into the borings at 1 to 6 feet below
grade.
Excavations may encounter groundwater infiltration. Surface runoff should be diverted away from all
excavations at all times.
At the time of the drilling, the precipitation was above normal for that time of year.
5.5 Pavement Recommendations
If at the time of construction the subgrade is found to be excessively wet and spongy, it is recommended that
the subgrade soils be stabilized by discing, aerating and recompacting (see Section 6.0, Construction
Considerations, for.specific construction recommendations.) The subgrade soils for the pavement sections will
need to be firm and dry. If it is not possible to suitably dry the subgrade soils because of weather conditions or
scheduling, it is recommended that the subgrade soils be stabilize using hydrated lime or a geogrid. If either of
these systems is utilized in the pavement design we recommend that Be'nchmark Land Services, Inc., be
contacted to make further recommendations regarding these changes.
The base section for the roadway should be sufficiently high above adjacent ditches or storm drains and
properly graded to provide pavement and pavement base drainage. The subgrade surface should be uniformly
sloped to facilitate drainage throughout the granular base and to avoid any ponding of water beneath the
Benchmark Land Services, Inc.
9855, Crosspoint Blvd., Suite 110
Indianapolis, IN 46256
Ph. 317-841-1506 Fax 317-841-1507
BLS
Title: Geotechnical Study Proposed Bank
~ Date: January 13, 2005
6
pavement. The storm water catch basins in pavement areas should be designed to allow water to drain from
the aggregate base into the catch basins.
Based upon the near surface soils, we recommend using a CBR value of4 for pavement design purposes. It
should be recognized though, that the recommended CBR value is based upon empirical relationships only,
and laboratory CBR test may determine a higher allowable CBR value.
Our recommendations are based upon the assumption that the paved areas will be constructed on proof-rolled
subgrade soils. Different combinations of material and thickness, varied to provide roughly equivalent
strengths, can achieve serviceable pavements. In addition, local practice for pavement construction should be
reviewed for other blends, or combinations of materials that have been found satisfactory, and for applicable
minimum standards. Based upon our experience, we have found that proper construction techniques, quality
of drainage, pavement maintenance and actual traffic loads are the major factors in determining pavement life
and performance.
Although there is not expected to be any detrimental effects from groundwater conditions, there is the potential
for surface and near surface waters to migrate into the subgrade and base course material. These waters will
likely tend to accumulate in the lower elevations of the pavement areas and eventually cause some loss of
subgrade support ultimately resulting in deterioration of the pavement section. Consequently, we recommend
that the perimeter of the pavement areas be graded and finished to minimize the migration of surface waters
into the pavement subgrade and base course material from higher elevations of adjoining properties and
landscape areas.
Under drains should also be considered to remove waters that have collected in the granular base course
below pavements. The under drains should be connected into the junction boxes and extend out from the
boxes in orthogonal directions, a minimum distance equal to approximately one-fourth (Y4) the length to the
perimeter of each drainage basin.
The light duty (parking) flexible pavement sections are based on approximate daily auto traffic of five (5),
18,000-pound eq uivalent single axle loads (ESAL). We recommend that the aggregate sub-base course for
the flexible pavement areas consist of a dense-graded, crushed aggregate material, such as limestone INDOT
No. 53 Coarse Aggregate. Gradations of these materials are described in Section 904 of the INDOT Standard
Specifications for road and bridge construction.
Recommended Liaht Dutv Pavement
Surface Course (1): 1.0 inches
Binder Course (1): 3.0 inches
Aggregate Sub base (2): 8.0 inches
Benchmark Land Services, Inc.
9855 Crosspoint Blvd., Suite 110
Indianapolis, IN 46256
Ph. 317-841-1506 Fax 317-841-1507
BLS
Title: Geotechnical Study Proposed Bank
· Date: January 13, 2005
7
Recommended Riaid Pavement
Concrete 4.0 inches
Aggregate Sub base(2) 6.0 inches
NOTES:
All pavement materials are classified by the Indiana Department of Transportation (INDOT)
(1) Hot Mix Asphalt per INDOT Sec. 403
(2) Crushed Granular Material per INOOT Sec. 904
Add 1 inch to all total bituminous and concrete thickness if anticipated truck traffic is greater than 100/0.
6.0 CONSTRUCTION CONSIDERATIONS
6.1 Site Preparation
All areas that will support foundations, floors, or newly placed engineered fill must be properly prepared. All
loose surficial soil or "topsoil" and other unsuitable materials must be removed. Unsuitable materials
include: frozen soil, relatively soft material, relatively wet soils, deleterious debris, or soils near the
surface that exhibit a high organic content.
Prior to construction or the placement of new, engineered fill, a geotechnical professional must evaluate the
exposed subgrade. The evaluation should include proofrolling and/or observation of the subgrade. If
unsuitable materials are encountered, an appropriate remedial measure would be removal of the unsuitable
materials, and replacement in accordance with this report.
Any areas judged by the soils professional to be unsatisfactory, including soft, wet or organic materials should
be removed or, if necessary, undercut and replaced with structural fill, compacted as specified below.
The combination of heavy construction equipment traffic and excess surface moisture can cause pumping and
deterioration of the near surface soils. The severity of this potential proqlem depends to a great extent on the
weather conditions prevailing during construction. The contractor must exercise discretion when selecting
equipment sizes and also make a concerted effort to control construction traffic and surface water while the
sub grade soils are exposed. We recommend that heavy construction equipment (Le., drill rigs, concrete
trucks, scrapers, etc.) be routed away from the building foundation areas. If such problems do arise, the
operations in the affected area must be halted and the geotechnical soils professional contacted to evaluate
the condition.
6.2 Foundation Excavations
The foundation excavations should proceed downward until the proposed foundation bearing elevation is
reached. Thereafter, the' exposed soil sub grade should be checked by qualified soils professional or his
representative to confirm that natural soils of adequate strength have been reached and the size of the
Benchmark Land Services, Inc.
9855 Crosspoint Blvd., Suite 110
Indianapolis, IN 46256
Ph. 317-841-1506 Fax 317-841-1507
BLS
.
Title: Geotechnical Study Proposed Bank
· Date: January 13, 2005
8
foundations comply with the recommendations of this report. Any localized soft soil zones encountered at the
bearing elevations should be further excavated to adequate support soils. It is possible that the designed
bearing elevation may not be completely satisfactory. As our exploration addresses only a small excavation, it
may be possible that inadequate soils exist in areas outside of the borings location.
Excavation slopes should be maintained within OSHA requirements. In addition, we recommend that any
surcharge fill or heavy equipment be kept at least 5 feet away from the edge of the excavation. In addition,
excavations that occur near existing in-use foundations should be performed carefully making a conscious
effort not to undermine the support of the in-use foundations. If it is necessary to excavate soils adjacent to,
and below the bearing elevation of any in-use foundations the Project Geotechnical professional should be
contacted to make further recommendations regarding these excavations.
It is our opinion construction traffic on the exposed surface of the bearing soils will potentially cause some
disturbance of the subgrade and consequently loss of bearing capacity. However, we feel that the degree of
disturbance can be minimized by proper protection of the exposed surface.
6.3 Structural Fill and Fill Placement Control
Structural fill, defined, as any fill, which will support structural loads, should be clean and well graded from
coarse to fine. It should be free of organic material, debris, deleterious materials and frozen soils. In order to
minimize the potential formation of sumps in the subgrade, any fill used to repair undercut areas, should exhibit
properties similar to the surrounding materials. In addition the material should exhibit a maximum dry density
of at least 105 pcf, and have a liquid limit less than 35 and a plasticity index of less than 20. Furthermore,
samples of the proposed fill materials should be tested prior to initiating the earthwork and backfilling
operations to determine the classification, the natural and optimum moisture contents and maximum dry
density and overall suitability as a structural fill.
All structural fill beneath floor slabs, adjacent to foundations and over foundations, should be compacted to at
least 95 percent of its maximum Standard Proctor dry ,density (ASTM 0-698). This minimum compaction
requirement should be increased to 98 percent of the maximum Standard Proctor dry density for fill supporting
footings and pavement, provided these are designed as outlined in Section 5.0.
To achieve the recommended compaction of structural fill, we suggest that the fill be placed and compacted in
layers not exceeding eight (8) inches in loose thickness. All fill placements should be monitored by the soils
professional. Based on visual observation and laboratory testing of the clayey soils encountered by our
borings, some wetting or drying of these soils may be necessary to achieve the proper moisture content range
for compaction.
Benchmark Land Services, Inc.
9855 Crosspoint Blvd., Suite 110
Indianapolis, IN 46256
Ph. 317-841-1506 Fax 317-841-1507
BLS
Boring Number 3
9855 Crosspoint Boulevard, 5uite 110 . Indianapolis, IN 46256
Ph (317) 841-1506 . Fax (317) 841-1507
WW'N.benehmarkls.eom
Description
BLS Job Number 4-380
Project Name: Fifth Third Driller: JC Hammer: Safety
Date of Boring: 01/04/05 Helper: JW Rig: CME 550
Auger Size: 3.25" Sample: Split Spoon Time: AM
Weather: Cloudy ADS 146th & Hazel Dell
II Graphic II Sample SPT Rec. I II MOlo 1C9EJ Notes
:Brown, moist, medium stiff to stiff, silty
I CLAY (CL) w/trace sand and gravel
1 S.S.
5-6-8
14
23.4
2.75
25.S.
3-5-5
14
18.0
1.75
5.0
. 3 S.S. 4-4-6 11 10.5 1.0
8.5 L_________________________________________
:Brown, wet, medium dense to dense, 1 j
1 ' 1
. I
Ifine SAND (SP) 1 J 4 S.S.
1 1 3-5-1 0 4 NA NA
I: I
I 1 I
10.0' 1 .
I 1
I 1
I 1
I 1
I I
I 1
1 1
1 I
I I
1 I
I )
1 1
. I
1 .
I .
1 I
1 1
1 1
I I
, 1
I I
, I
f::, ,I
I: : :'1
1 1
I' 1
. J
1 1
I: J 55.S. 11 -14-1 7 16 NA NA
I'" )
I. :: 1
. 1
15.0: I' , 1
___________________..._____________________.L____.......____ t
Boring terminated at 15 feet
Groundwater Information
During Drilling 12' below grade
At Completion 7' below grade
2 Hours 5' below grade
Collapse Depth 9' below grade
Completion Depth
Backfill Method
15 Sample Type
Cuttings S.T.=Shelby Tube
S.S.=Split Spoon
A.C.=Auger Cuttings
R.C.=Rock Core
1 in. of ree. out of 18
Boring Number 5
9855 Crosspoint Boulevard, Suite 110 . Indianapolis, IN 46256
Ph (317) 841-1506 . Fax (317) 841-1507
www.benehmarkls.eom
Description
BLS Job Number 4-380
Project Name: Fifth Third Driller: JC Hammer: Safety
Date of Boring: 01/04/05 Helper: JW Rig: CME 550
Auger Size: 3.25" Sample: Split Spoon Time: AM
Weather: Cloudy ADS 146th & Hazel Dell
II Graphic II Sample SPT Ree. I (I MOjo I~ Notes
:Brown, moist, medium stiff, silty CLAY
i(CL) w/traee sand and gravel
I
I
1
I
1
1
1 S.S.
4-4-5
14
23.0 2.25
1 2S.S. 2-2-4 11 13.8 1.0
1
1
5.0:
1
1
1
1
6.01 --..... -------------------- -- --- ---------..--
!Brown, damp, medium dense, fine SAND
:(8P) 3S.S. 2 -8-7 14 NA NA
8.51
L____________________ _____________________
IBrown, moist, very stiff 81L T (ML)
1 48.S. 8-12-13 16 20.8 1.0
1
I
10.0'
13.51
rG-r;y:-,;;i;t,-~;~~tiff,-;iitY-c-CAY-(CL)------
:w/traee sand and gravel
15.0 i _________________________________________
Boring terminated at 15 feet
5S.S.
3-7 -1 0
14
10.7 4.5
in. of ree. out of 18
15 Sample Type
Cuttings S.T.=Shelby Tube
S.S.=Split Spoon
A.C.=Auger Cuttings
R.C.=Rock Core
Groundwater Information
During Drilling 9' below grade
At Completion 6' below grade
3 Hours 5' below grade
Collapse Depth 8' below grade
Completion Depth
Backfill Method
Boring Number 6
9855 Crosspoint Boulevard, Suite 110 . Indianapolis, IN 46256
Ph (317) 841-1506' Fax (317) 841-1507
vwvw.benchmarkls.com
Description
BLS Job Number 4-380
Project Name: Fifth Third Driller: JC Hammer: Safety
Date of Boring: 01/04/05 Helper: JW Rig: CME 550
Auger Size: 3.25" Sample: Split Spoon Time: AM
Weather: Cloudy ADS 146th & Hazel Dell
" Graphic II Sample SPT Rec. I II M% 1C9EJ Notes
:Srown, moist, medium stiff to stiff, silty
telA Y (CL) w/trace sand and gravel
1 S.S.
1-3-4
4
26.2 0.75
2 S.S.
2-4-4
11
17.2 1.0
5.0
. 3S.S. 5-7 -8 14 9.4 2.5
8.5 L_________________________________________
JSrown, wet, dense, fine to coarse SAND . .
1 J
1 .
I. .
J(SW) and gravel I. . J 4S.S. 7 -1 5-1 8 14 NA NA
1 t
. 1 J
10.0' 1 ..
. .
1 I
. 1
1 .
. 1
. .
1 .1
. .
. .
. J
. : ..
. . .
1 .
. .
1 I
1 .
. .
1 >. .
. . .
. : 1
. .1
I . .
13.5. I.. :,
1<<.. >: "" .". .".. 1
~G-r;y~-~.;;i;t.-C;;;~iiff.-;iity-C-CAy(CLi------_ 5S.S. 3-1 0-16 9 10.7 4.0
:w/trace sand and gravel
1
15.01_________________________________________
Boring terminated at 15 feet
Groundwater Information
During Drilling 8' below grade
At Completion 5' below grade
4 Hours 3' below grade
Collapse Depth 7' below grade
Completion Depth
Backfill Method
in. of rec. out of 18
15 Sample Type
Cuttings S.T.=Shelby Tube
S.S.=Split Spoon
A.C.=Auger Cuttings
R.C.=Rock Core
Boring Number 8
9855 Crosspoint Boulevard, Suite 110 . Indianapolis, IN 46256
Ph (317) 841...1506. Fax (317) 841-1507
www.benchmarkls.com
Description
BLS Job Number 4-380
Project Name: Fifth Third Driller: JC Hammer: Safety
Date of Boring: 01/03/05 Helper: JJ Rig: CME 550
Auger Size: 3.25" Sample: Split Spoon Time: AM
Weather: Cloudy ADS 146th & Hazel Dell
II Graphic II Sample SPT II Rec. I II MOlo 1C9EJ Notes
:Brown, moist, stiff to very stiff, silty
:CLA Y (CL) w/trace sand and gravel
1 S.S.
5-6-7
14
15.8
1.25
2S.S. 1 2-1 3-1 0 16 13.9 1.0
5.0
I
I
I
I
6.01 --------- --------------------------------
!Brown, damp, dense to very dense, fine
ho coarse SAND (SW) and gravel 3S.S. 7 -22-23 11 NA NA
I
I
10.0:
Boring terminated at 10 feet
4S.S.
12-26-32
14
NA
NA
Groundwater Information
During Drilling 8' below grade
At Completion None
24 Hours l' below grade
Collapse Depth None
Completion Depth
Backfill Method
10 Sample Type
Cuttings S.T.=Shelby Tube
S.S.=Split Spoon
A.C.=Auger Cuttings
R.C.=Rock Core
1 in. of rec. out of 18