HomeMy WebLinkAboutGeotechnical Investigation Report
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Conducted for the PrlJtlused New Facility at:
Site Designation
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1300 Block of East 96th Street
Indianapolis
Hamilton County, Indiana
Sagamore Project #01-074552
Prepared for:
BROWNING DAY MULLINS DIERDORF, INC.
334 NORTH SENATE AVENUE
INDIANAPOLIS, INDIANA 46204
317-635-5030
Attention: Mr. Richard W. Fitzgerald
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SAGAMORE
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SAGAWlORE
ENVIRONMENTAL
SERVICES, INC.
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GEOTECHNICAL INVESTIGATION REPORT
Conducted for the Proposed New Facility at:
1300 Block of East 96th Street, Indianapolis, Hamilton County, Indiana
Site Designation USIA Midwest
Sagamore Project #01-074552
Prepared for:
BROWNING DAY MULLlNSDIERDORF, INC.
334 NORTH SENATE AVENUE
INDIANAPOLIS, INDIANA 46204
317-635-5030
Attention: Mr. Richard W. Fitzgerald
Dear Mr. Fitzgerald:
In compliance with your instructions, we have conducted a geotechnical investigation for the cited
project. The results of this investigation, together with our recommendations, are included in the
following report. We have provided four copies for your review and distribution.
Should you or your design team require additional support for geotechnical or civil engineering or
construction issues, we would be pleased to continue our service to you. We appreciate this
opportunity to be of service and we look forward to working with you in the future. If you have
any questions, please call us at the phone numbers listed at the bottom of the page.
~ReSpectfUII:m.tted'
James M. Janoch, PI' E.
, V.P. Engineering 5 rvices
SAGAMORE ENVIRONMENTAL SERVICES, INC.
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September 27, 2001
01.Q745S2
@ Copyright 2001 Sagamore Environmental Services, Inc.
Page 1 of 13
8002 Castleway Drive' Suite 104. Indianapolis, IN 46250' (317) 842-0510' Fax (317) 842-0547
SYNOPSIS
Five borings, two near corners of the proposed building and three in the proposed parking area
were advanced to a depth of ten feet. Geotechnical testing and sampling was conducted during the
process. Free standing groundwater was not encountered. The soil column consists of a minimum
of ten feet of stiff lean clay with sand, gravel and debris inclusions typical of fill material. No
extraordinary geotechnical issues were encountered. The foundation system will gain adequate
support from the existing cohesive soils, but the possibility of finding objectionable material exists.
Soils on the site are acceptable as structural fill. A more complete listing of the contents of this
report can be found in the Table of Contents.
TABLE OF CONTENTS
INTRODUCTION .............................................................................................................................................. 3
Project Description......................................................................................................................... 3
Authorization................................................................................................ ........................ ... ....... 3
Purpose................................................. .......................................................................................... 3
Scope......... .................................................................... ................................................................. 3
Warranty and Limiting Conditions ....... ....................................... ............ ........................... .............4
General................................................................. .......................................................................... 4
DESCRIPTION OF SiTE...................................................................................................................................... 5
Site Location................................................................................................................................... 5
General Geology Of Area ................................... ................................... ....................... .................. 5
Site Topography, Drainage And Vegetation .......................... ..........................................................5
Site Climatology And Geochemistry........... ...................... ......................... ........................ ............. 5
Geoseismic Setting.......................................................................................................................... 5
SOilS EXPlORATION........................................................................................................................................ 6
Drilling And Sampling Procedures ....... .................................... .................................... .... ............... 6
Laboratory Testing Program.. ...... ..... .... .......................... .............................................. ........... ........ 6
Description Of Foundation Materials... .......... .......................... .............. .... ........................ ... ..... ..... 6
SITE HYDROLOGY ........................................................................................................................................... 6
Water Level Measurements............................................................................................................. 7
Hydraulic Conductivity................................................................................................................... 7
LATERAL EARTH PRESSURES............................................................................................................................... 7
FOUNDATION AND SLAB DISCUSSION AND RECOMMENDATIONS ......................................................................... 8
Foundation Design Recommendations............................................................................................ 8
Floor Slab-On-Grade ....................................................................................................................... 9
CONSTRUCTION CONSiDERATIONS................................................................................................................... 9
Earthwork........................................................................................................................................ 9
Structural Fill................................................................................................................................ 1 0
Backfill.......................................................................................................................................... 11
Excavations................................................................................................................................... 12
Groundwater Control................................................................................ .................................... 12
G EN ERAl COMMENTS.................................................................................................................... ................ 1 2
ApPEN DIX..................................................................................................................................................... 1 3
September 27, 2001
01-0745S2
@ Copyright 2001 Sagamore Environmental Services, Inc.
Page 2 of 13
v,
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INTRODUCTION
This report presents the results of a geotechnical investigation and analysis in support of
data utilized in the design of structures as defined in Chapter 18 of the 1997 Uniform
Building Code. Information regarding existing site drainage is included. The premise for
this report is as follows:
. Project Description
The proposed construction site is in central Indiana, Hamilton County, and in the
SE1/4 SW1/4 of Section 12, Range 3 East, Township 17 North, Second Principal
Meridian. The project will consist of constructing an approximately 24,000 square
foot two-story structure with associated pavements and landscaping. Loads of 5,000
pounds per lineal foot for wall footings and 100,000 pounds for column loads were
assumed for settlement calculations. Retaining walls may be part of the project.
. Authorization
Authorization to perform this exploration and analysis was in the form of a written
authorization to proceed from Mr. Richard W. Fitzgerald of Browning Day Mullins
Dierdorf, Inc., representing the developers.
. Purpose
The purposes of this foundation exploration and analysis are as follows:
~ evaluate the shallow geology and geohydrology of the site
~ evaluate the geotechnical engineering characteristics of the site
~ provide recommendations for foundation eval uation and design
~ provide recommendations for construction issues on the site.
. Scope
The scope of this investigation includes a review of geologic literature and existing
geotechnical studies of the area; a review of available environmental reports; a
reconnaissance of the immediate site; a subsurface exploration; field and laboratory
testing; and an engineering analysis and evaluation of the foundation materials.
Sagamore Environmental Services, Inc. (Sagamore) was requested to provide an
environmental site assessment for this property, which was transmitted under
separate cover. Any comments in this report concerning onsite conditions and/or
observations, including soil appearances and odors, are provided as general
information and are not intended to describe, quantify or evaluate any
environmental concern or situation.
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. Warranty and limiting Conditions
The field observations and research reported herein are considered sufficient in
detail and scope to form a reasonable basis for the purposes cited above. Sagamore
warrants that the findings and conclusions contained herein have been promulgated
in accordance with generally accepted professional engineering practice in the
fields of foundation engineering, soil mechanics and engineering geology, only for
the site described in this report. No other warranties are implied or expressed.
These engineering methods have been developed to provide the client with
information regarding apparent or potential engineering conditions relating to the
subject property within the scope cited above and are necessarily limited to the
conditions observed at the time of the site visit and research. The report is also
limited to the information available at the time it was prepared. In the event
additional information is provided to Sagamore following the report, it will be
forwarded to the client in the form received for evaluation by the client. There is a
distinct possibility that conditions may exist which could not be identified within
the scope of the investigation or which were not apparent during the site
investigation. This report was prepared for the use of Browning Day Mullins
Dierdorf, Inc. and its retained design consultants ("Client") and the conclusions and
recommendations presented in this report are based upon the agreed upon scope of
work outlined in the report and the Contract for Professional Services between
Client and Sagamore ("Consultant"). Use or misuse of this report, or reliance upon
the findings hereof by any parties other than the Client, is at their own risk. Neither
Client nor Consultant make any representation of warranty to such other parties as
to the accuracy or completeness of this report or the suitability of its use by such
other parties for any purpose whatever, known or unknown to Client or Consultant.
Neither Client nor Consultant shall have any liability to, or indemnifies or holds
harmless third parties for any losses incurred by the actual or purported use or
misuse of this report. No other warranties are implied or expressed.
. General
The exploration and analysis of the foundation conditions reported herein are
considered sufficient in detail and scope to form a reasonable basis for the
foundation evaluation and design. Any revision in the plans for the proposed
structure from those enumerated in this report should be brought to the attention of
the soils engineer so that he may determine if changes in the foundation
recommendations are required. If deviations from the noted subsurface conditions
are encountered during construction, they should also be brought to the attention of
the soils engineer.
All values presented are safe allowable values. Ultimate values may be derived by
appropriately applying standard factors of safety, typically three.
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@ Copyright 2001 Sagamore Environmental Services, Inc.
Page 4 of 13
DESCRIPTION OF SITE
. Site Location
The site of the proposed development is situated in a vacant landscaped field
adjacent to the Monon Trial (a reclaimed railroad right-of-way) and Interstate
Highway 465 (1-465). Access to the site may be gained by proceeding along East
96th Street east from US Highway 31 (Meridian Street), continuing east from College
Avenue, and to the Five Seasons athletic center on the north side of East 96th Street.
The site is located on the east side of the athletic complex" in a landscaped field
east of the driveway. The site location is depicted in the site map included in the
Appendix.
. General Geology Of Area
The subject site is located in central Indiana where approximately 50 to 100 feet of
glacial till sediments overlay Devonian age dolomitic limestone.
. Site Topography, Drainage And Vegetation
The proposed site is in on a landscaped hill probably derived from earthwork
associated with highway construction and development of the existing athletic
facility. The site rolls from a highpoint near the northwest corner of the proposed
development to a low point at the southeast corner of the proposed development.
Topographic relief on the site is approximately 15 feet. The low point may exist as
the margin of a buffer zone, adjacent to the abandoned railroad right of way,
established for the grading of I 465. Vegetation currently consists of mowed turf
and a few small trees. The site receives no appreciable off-site drainage.
. Site Climatology And Geochemistry
Average precipitation is approximately 37 inches per year. The annual average
temperature extremes range from -90F to 960F. Damaging winds occur every few
years. Soil in the area exhibits high potential for corrosion of uncoated steel and
moderate potential for corrosion of concretes. The pH of soils in the region
typically ranges from 5.1 to 8.4 and tends to be basic at depths greater than three
feet. No indication of abnormal geochemical conditions was noted at the site.
Nominal frost penetration is typically about six inches, with extremes ranging to
th ree feet.
. Geoseismic Setting
This project site is located within a "Zone 1 Area" as per the 1997 edition of the
Uniform Building Code (UBC). All building structures on this project should be
designed as per the UBe requirement for such a seismic classification. The
investigation did not reveal any characteristics particularly susceptible to seismic
hazards. The incidence and anticipated acceleration of seismic activity in the area
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is low. The total depth of the dense soils is less than 100 feet. In accordance with
Chapter 16 Section V of the 1997 UBC, the soil mass is an SD type.
SOILS EXPLORATION
The field exploration to determine the engineering characteristics of the foundation
materials included a reconnaissance of the project site and investigation by boring. Upon
completion of the investigation, the borings were filled in with loose excavated materials
and/or commercial product. Due to the small size of the borings, it is unlikely these non-
compacted soils will require re-excavation and compaction prior to developing structures
over them. The borings were located to approximate general subsurface conditions in the
vicinity.
. Drilling And Sampling Procedures
Drilling was accomplished with a hollow stemmed auger fitted with a geotechnical
hammer and split spoon sampler. Samples were obtained at one, three, six, and ten
feet be/ow ground surface (bgs). The samples obtained were identified according to
boring number and depth, placed in sealed containers and transported to the
laboratory for additional testing and classification by a soils technician.
. Laboratory Testing Program
Due to time constraints, no laboratory testing was conducted. Sagamore will retain
all samples obtained until December 1, 2001
. Description Of Foundation Materials
Soils on the site, to the depth investigated, are a stiff lean clay with varying
inclusions. The soil color is generally brown, but gray soils were encountered at
irregular horizons. Inclusions were generally present, sand, gravel and "burn-pile"
debris was found. The sand content approached 50% in some samples.
Freestanding groundwater was not encountered.
SITE HYDROLOGY
Existing surface drainage conditions are defined in the Site Description. Information
provided in this section is limited to observations made at the time of the investigation.
Regional and/or local ordinances may require information beyond the scope of this report.
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Page 6 of 13
. Water Level Measurements
Groundwater was not encountered in any boring advanced during the investigation.
Soil moistures in the borings were generally moderate.
. Hydraulic Conductivity
Soil permeability, a measure of the ability of a liquid to move through a soil; has
been studied and reported in the Soil Survey of Hamilton County, Indiana. For
design purposes, hydraulic conductivity of 0.1 inches per hour is appropriate for the
. site.
LATERAL EARTH PRESSURES
For lateral forces on a gravity block, a sliding frictional coefficient of 0.4 is appropriate
under typical conditions. The following lateral earth pressures are presented as Rankine's
states of plastic equilibrium.
A state of plastic equilibrium is one in which the subject material is considered to be 1)
homogeneous and unbounded and 2) at the point of incipient instability. This state is
evaluated upon the basis of unit weight, mechanical properties and the definition of
instability. An in-depth presentation of these forces can be found in Terzaghi and Peck,
1948, Soil Mechanics in Engineering Practice, John Wiley & Sons (pub.). For the purpose
of this report, it is assumed that native soils will be the material of concern regarding lateral
earth pressures. Changes in natural soil moisture, such as can be imposed by site storm
water systems, can change the values indicated below.
Below grade restrained walls, such as basement walls, should be designed with at rest
pressures. Active pressures are used for conditions where the wall moves or rotates away
from the soil mass at failure. Passive pressures are used for conditions where the wall,
column or beam moves toward the soil mass at failure.
The soil column consists of cohesive soils that require analysis based on equivalent fluid
pressure and cohesive strength. Sagamore recommends the following values for that
analysis:
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Soil Type: Silty Lean Clay
Internal Friction Angle:
Depth From
Natural Void Ratio:
At res t late ra I ea rth pres sure:
Active lateral earth pres sure:
Pas s ive lateral earth pres sure:
Allowable Cohes ive 5 trength:
Dry Unit Weight:
17 Buoyant Unit Weight:
2 feet to 1 0 feet
0.6 Natural Nbis ture:
62.7 pounds per cubic foot
68.7 pounds per cubic foot
229 pounds per cubic foot
300 pounds per square foot
11 0 pcf
71 pcf
14 %
Ko= 0.5
Ka= 0.5
Kp= 1.8
The preceding values are presented for idealized conditions relating to simple shallow
structures. For complex structures, or for deep structures, or for structures with remarkable
perimeter landscaping, a soils engineer should be retained as part of the design team in
developing appropriate project design parameters and construction specifications.
FOUNDATION AND SLAB DISCUSSION AND RECOMMENDATIONS
Various foundation types have been considered for the support of the proposed building
structure. Two requirements must be fulfilled in the design of foundations. First, the load
must be less than the ultimate bearing capacity of the foundation soils to maintain stability;
and secondly, the differential settlement must not exceed an amount that will produce
adverse behavior of the superstructure. The allowable settlement is usually exceeded
before bearing capacity considerations become important; thus, the allowable bearing
pressure is normally controlled by settlement considerations. Settlements should not
exceed 3/4 inch if the following design and construction recommendations are observed.
. Foundation Design Recommendations
Based on the data obtained from the site, Sagamore recommends that the following
guidelines be used for the net allowable soils bearing capacity. Net values include
any soil mass placed over the top of the foundation.
Footing Depth Allowable Skin Net Allowable Soils Bearing
Friction Capacity
Less Than 1.0 foot none 500 pounds per square foot (psf)
1 foot to 1 5 feet (beari ng 300 psf 1,000 + (76*(Depth-l ft)) psf to a
on brown or gray lean clay) maximum of 2,500 psf
Pile foundations, such as caissons, will realize appreciable skin friction in the
cohesive soils. Allowable skin friction values are for both uplift and down forces for
right cylindrical pile shapes for continuous lengths separated a minimum of 1.5
diameters from discontinuities. Belled shapes are acceptable for this site.
September 27,2001 @ Copyright 2001 Sagamore Environmental Services, Inc.
01..Q745S2 Page8of13
Unit weights for the in-situ soil mass can be found in the section on lateral Earth
Pressure. Common foundation types appropriate to the site include mat (pad)
foundations, continuous wall footings, and drilled piers (caissons). Building
foundations should be sized in accordance with Chapter 18 of the UBC. For frost
protection, the bottom of external footings should be 36 inches below the finished
grade.
. Floor Slab-On-Grade
Before the placing of concrete floors on the site, or before any floor supporting fill is
placed, any organic, loose or obviously compressive materials must be removed.
The remaining subgrade should be treated in accordance with Earthwork guidelines
and other Construction Considerations presented later in this report. Areas of
excessive yielding should be excavated and backfilled with structural fill.
Fill used to increase the elevation of the floor slab should meet the requirements for
structural fill. Refer to the section on structural fill for requirements. Before placing
any material in support of the floor slab-on-grade, the compaction of any existing
common fill must be verified.
A free draining granular mat (drainage fill course) should be provided below slabs-
on-grade. This should be a minimum of four inches in thickness and properly
compacted. The mat should consist of a sand and gravel mixture generally
complying with ASTM D 1241 Type 1 Gradation A aggregate. No less than 70% of
this aggregate shall pass the 3/4-inch screen and no more than 10% of the aggregate
shall pass the #200 screen. The maximum aggregate size shall be no more than 1/3
the mat thickness. A moisture retarder should be placed beneath all floor slabs to
minimize potential ground moisture effects on floor coverings. The granular mat
shall be compacted to not less than 95% of the maximum density as determined by
ASTM D 1557.
CONSTRUCTION CONSI DERA TIONS
. Earthwork
Recommendations in this report are based upon all structural elements of the
project being founded on either competent undisturbed soils as described above or
satisfactorily consolidated existing common fill. All structural areas should be
stripped to an elevation that exposes this soil type. Sagamore anticipates that sod
stripping and removal of organic-bearing soil will be required. After stripping, all
structural areas should be proof rolled with a loaded ten-wheel dump truck, or
September 27, 2001
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Page 9 of 13
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equivalent. It is recommended that all remaining organic and/or yielding soils, if
encountered, be removed and replaced with structural fill.
Surficial soils can be expected to become moist and rut and otherwise fail under
construction loads.
The upper portion of the soil column is most probably an old uncontrolled fill. The
age of the suspected fill zone is sufficient for considerable naturally occurring
consolidation. All subgrades on the project should be considered as existing
common fill.
After the existing subgrade soils are excavated to design grade, proper control of the
subgrade conditions (Le., moisture content) and the placement and compaction of
new fill (if required) should be maintained by a representative of the soils engineer.
The recommendations for structural fill presented within this report can be utilized
to minimize the volume changes and differential settlements that are detrimental to
the behavior of footings and floor slabs. Enough density tests should be taken to
monitor proper compaction. For structural fill beneath building structures one in-
place density test per lift for every 1,000 square feet is recommended. In parking
and driveway areas, this can be decreased to one test per lift for every 2,000 square
feet.
. Structural Fill
Soils encountered on the site classify as CL or ML-CL, which are acceptable as
structural fill (see below). The soil moistures encountered during the investigation
are generally near the optimum value for proper compaction.
Soils suitable for use as structural fill are those classified as GW, GP, GM, SW, SP,
SM, SC, CL and ML in accordance with the Unified Soil Classification System.
Granular soils are those classified as GW, GP, SW and SP. Structural fill is defined
as follows:
Granular structural fill should consist of a six inch minus select, clean, granular soil
with no more than 30% oversize (greater than 3/4 inch) material and no more than
12% fines (less than #200) and placed in layers of not more than nine inches in
thickness.
The use of silty or clayey soils (USCS designation of GM, Ge, SM, SC, CL and ML)
as structural fill is acceptable but not recommended. These materials require very
high moisture contents for compaction and require a long time to dry out if natural
moisture contents are too high. This makes moisture content, lift thickness, and
compactive effort difficult to control. Should it be economically desirable to use a
silty material for structural fill, lift thicknesses should not exceed six inches (loose)
September 27, 2001
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Page 1 0 of 1 3
and the fill moisture should be closely monitored at both the working elevation and
the elevation of material already placed. Lift thicknesses for clayey soils should be
based on project specific observations. After placement, this material must be
protected from degradation resulting from construction traffic or subsequent
construction.
Each layer of structural fill should be compacted to a minimum density of 95% of
the maximum dry density as determined by ASTM designation D-1557 (for rigid
structures) or D-698 (for flexible pavements). For structural fill below footings, the
area of the compacted backfill must extend outside the perimeter of the footing for a
distance equal to the thickness of the fill between the bottom of the foundation and
the underlying soils, or five feet, whichever is less.
\
Existing common fill four feet or more below any structural concrete element must
be compacted to a minimum 90% of the maximum density as determined by ASTM
o 698. All fill materials above this elevation must be compacted to a minimum
95% of the maximum density as determined by ASTM D 1557 for rigid structures or
0-698 for flexible pavements. For existing common fill less than four feet below
any footing or pavement surface, demonstration of the required compaction for the
upper one-foot shall suffice provided that no yielding material or soft spots are
encountered in attaining the required compaction of any subsequently placed
material.
. Backfill
Backfill materials shall ascribe to the requirements of structural fill EXCEPT that the
maximum material size shall be four inches. All backfill should be compacted in
accordance with the specifications for structural fi II, except in those areas where it is
determined that future settlement is not a concern, such as planter areas. In
nonstructural areas such as planter areas all backfill must be compacted to a firm
condition.
Backfill placed against structures shall be of a character and shall be placed in a
manner that conforms to the recommendations for the material that comprise that
structure. In no case shall material greater than two inches in diameter bear directly
on that structure. Placing oversized material against rigid surfaces interferes with
proper compaction.
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Page 11 of 13
. Excavations
Shallow excavations required for construction of foundatlons that do not exceed
four feet in depth may be constructed with side slopes approaching vertical. Below
this depth, it is recommended that slopes not exceed one ;foot vertical to two foot
horizontal. For deep excavations, the guidelines presented in Subpart P of the Code
of Federal Regulations for workplace safety must be adhered to. Proper care must
be taken to protect personnel and equipment.
Care must be taken so that all excavations made for the foundations are properly
backfilled with suitable material compacted according to the procedures outlined in
this report. Before the backfill is placed, all water and loose debris should be
removed from these excavations.
Shoring of trenches and casing of holes is anticipated but may not be generally
required. For this site, the sidewalls of the investigation excavations were generally
stable.
. Groundwater Control
Groundwater was not encountered In the borings advanced during the
investigation.
Sagamore recommends that runoff caused by wet weather be directed away from all
open excavations. It may be advantageous to develop a temporary drainage system
and minimize the potential for saturated soil conditions.
GENERAL COMMENTS
When the plans and specifications are complete, or if significant changes are made in the
character or location of the proposed structure, a consultation should be arranged to
review them regarding the prevailing soil conditions. Then, it may be necessary to submit
supplementary recommendations. It is recommended that the service of a qualified soils
engineering firm be engaged to test and evaluate the soils in the footing ,excavations before
concreting to determine that the soils meet the compaction requirements. Monitoring and
testing should also be performed to verify that suitable materials are used for structural fills
and that they are properly placed and compacted.
All values presented in this report are allowable values; ultimate values may be derived by
the proper application of the appropriate factor of safety.
September 27, 2001
01-074552
is) Copyright 2001 Sagamore Environmental Services, Inc.
Page 1 2 of 13
ApPEN D1X
GENERAL NOTES
SITE MAP
GEOTECHNICAL BORING LOG
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Page 1 3 of 1 3
GEOTECHNICAL GENERAL NOTES
SOIL PROPERTY SYMBOLS
N: Standard "N" penetration: Blows per foot by a 140 lb. hammer falling 30" on a 2" 0.0. 55.
Qu: Unconfined compressive strength, tonslft2
Qp: Penetrometer value, unconfined compressive strength, Ton/ft2
Qc: Cone Penetrometer value, unconfined compressive strength, pounds/in2
V: Vane value, ultimate shearing strength, Ibs/ft2
M: Water content, %
LL: Liquid limit, %
PI: Plasticity index, %
0: Natural dry density, Ibs/ft3
WT: Apparent groundwater level at time noted after completion.
DRILLING AND SAMPLING SYMBOLS
SS: Split-Spoon - 1 3/8" 1.0., 2" 0.0., except where noted.
ST: Shelby Tube - 3" 0.0., except where noted.
AU: Auger Sample.
DB: Diamond Bit.
CB: Carbide Bit.
GS: Grab Sample.
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
Non-Cohesive Soils Standard Penetration Cohesive Soils Standard Penetration
Dense
Resistance Resistance
<4 Very Soft <2
4-10 Soft 2-4
10-30 Firm (Medium Stiff) 4-8
3D-50 Stiff 8-15
>50 Very Stiff 15-30
Hard >30
Very Loose
Loose
Medium Dense
Very Dense
PARTICLE SIZE
Boulders
Cobbles
Gravel
8 in. + Coarse Sand 5 mm - 0.6 mm
8 in. - three in. Medium Sand 0.6 mm - 0.2 mm
3 in. - five mm Fine Sand 0.2 mm - 0.074 mm
Silts
Clays
0.074 mm - 0.005 mm
0.005 mm & Smaller
June 25, 2001
@ Copyright 2001 Sagamore Environmental Services, Inc.
UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)
MAJOR DIVISIONS
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Hithly 0rwInic Soils
lit
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<:I.~...
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GROUP
SYMBOLS
lit
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TYPICAL
NAMES
GW
Well..aded .-'s .nd
gr_l.und mlxtu,es.
"ttle 01 no I,nes
GP
Poo,ly gracIId .....s .nd
....I.und mlxtu,es.
little or no I,nes
Silty ._Is. ......und.
silt mixtu,es
GM
GC
CI.yey .-'s. ._I.und.
cl-V mixtures
sw
Well.graded ynds .net
gr_lIy unds.
little or no I,nes
SP
Poorly grMlld unIIs .nd
gr....1y unds.
little 0' no lines
SM
Silty unlls. unci-silt m,xtu'es
sc
CI-vey unds. und-cl.y mix lure
ML
Ino'glInic silts. very line
unds. ,ock 1I0ur. silty or
c:lllyey line unds
lnorpnic cleys 01 low to
medium platicity. gr...elly
clevs. undy cleys. silty
deys. leen deys
ar....ic silts end orgllftic
silty c:IIIys of low p1ati.
city
lnor....ic silts. m~
or die_I fine unlls
or silll. eleltic silts
lnor....ic cIeys of high
plesticity. fet cIeys
CL
OL
MH
CH
OH
ar....ic c:IIIys of med"'m
to /lith plesticity
Pat. muck end 01'* highly
OIglIIlic soill
PT
PLASTIC/TY CHART
For ctaaificallOll 0' llne-
:50 91olnecllOil. and fine froclion
0' coo..e-,ralned soil
JC 40 AtterllerG L.lmit. .i1hin hotched
~ area indicat.. 0 bord.. line ./ '[
.s c1o.sification requirino duol ,/ " A - Line
30 IYIIlbOl.
Equation ot A-line P1ao.73(L.L.-r
20 CL V
./
fH
f ~~]
.:: Ic.iu"
'0 A.'<:I i)
&<:I2f~E
l! '<:1 ell ~
5 ~ 'I
II .1 .a
B.C-.o
'0 1I Eel
.. E E 1I ~
;; E... E ·
.a Ie~ d
l5 ~~~ t
~ ':0;
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CLASSIFICATION CfllTERIA
Cu.Deo!Dl0 G,..ter than 4
103012
C, . Bet_ 1 end 3
010 x 060
NOI meel,no bolh cr'I.... 10' GW
-An.ber, IIm,ts plot below" A" line
or plHC'Clty tndex '"" than 4
An..bero IIm,ts plot .bove "A" line
and p1atlC'ty IndeX "e.ter lhan 7
Atterber, limitl plottin,
in hetched .... are
borderline clessificetionl
,equiring use of duel
Iymboll .
Cu a Dso/Ol0 Gre.te, I"'" 6
(03012
C. Bet_lend3
, D,n X 0....
Not ...."no bolh crlterie lor SW
An..berg IImill plot below "A'. line ~tt"ber, limits p1oni"ll
or oIaticitv IndeX lesl than 4 ,n hatched eru ere
AtterlJe;O limill plot above "A" line bor~~line c1_ifiQtiona
end plelticity index .uter than 7 requ...", u. of duel
symboll
60
7
T
CH
/V
'9f-
4~
o
MH ~,. OH
CL-"~ ML or OL
10 20 30 40 :50 60
Liquid Limit
70
80
90 100
Vi_I-Menuellrlentificetion. See ASTM Oesigrlation 0 2488.
c Copyright 2000 Sagamore Environmental Services, Inc.
USGS 7.5 MINUTE TOPOGRAPHIC MAP SERIES
CARMEL, IND. QUADRANGLE 1967 PHOTOREVISED 1988
SCALE = 1 :24,000
CONTOUR INTERVAL = 5 FEET
N
t
= .- MJ~~RRE
....', SERVICES INC
FIGURE 1 - SITE LOCATION
PROPOSED USTA SITE
1300 BLOCK OF EAST 96TH STREET
INDIANAPOLIS, INDIANA
SAGAMORE PROJECT NUMBER 01-0745S2
SAGAMORE 1
ftk,(!Fa~~J~T,4L
Sagamore Environmental Services
8002 CastJeway Drive Suite 104
Indianapolis. Indiana 46250
Telephone: 317-842-0510
Fax: 317-842-0547
LOG OF BORING B-1
Name: UST A Midwest
Location:1300 Block East 96, Indianapolis
Number: 01-074552 Sheet 1 of 1
~~.
Surface EI.: 810.0 msl (from topo map)
Location: NW Corner Proposed Buildiing
cb :c ~
>LL Gl 0 x
'#. go '(ij en 0> 0 ..... ..... ..... Gl
Ul :;::af Ull- I::,~ '(jj I:: 'E 'E 'C
Gl ~ Gl .E:
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MATERIAL DESCRIPTION
~ ~ Sod-Bearing Topsoil
I II 0.5
.
Brown Lean Clay with Gravel
-
-
x~
10
-
- - /,///,1
'-- -
Brown Lean Clay with Gravel
-
X 80
'---
6.0
X 60
-
8.0
I---
100 X 100
12
-
'-- -
Gray Lean Clay with Debris
/'//A
14
I- -
-
1-10
I- -
'-- -
Q I- -
<Xl
N
a;
....
a
"
0
z '-- -
z
z
"
:5
...,
Q,. f-15
"
.0 Completion Depth:
... 12,5
.....
0 Date Started:
0 9/27/01
Z Date Completed: 9/27/01
z Drilled By:
z EFS
"
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21
Remarks:
~
~
f0-
e
"
e
Z
Z
Z
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::5
- -= I LOG OF BORING B-2
-~
SAGAMORE
~NVIRONMENTAL Sagamore Environmental Services Name: USTA Midwest
'=i.:'"':* ERVICES, INC
8002 Castleway Drive Suite 104 I L .
Indianapolis, Indiana 46250 ocatlon:1300 Block East 96, Indianapolis
f' Telephone: 317-842-0510
Fax: 317-842-0547 Number: 01-0745s2 Sheet 1 of 1
Surface EL: 806.0 msl (from topo map) tb E ~
>LL Ol 0 X
Qj 01 ~ co 'c;; U) 01> 01 ..... - - Ol
0 'E
.l!! ..J Location: SE Corner Proposed Building <Il ,g~ <Ill- c.!!! 'Qj c 'E "0
Ol ~ Ol ..!:
0 a. 0 ~- ~ - 'c;; U) ~o 'E :::i :::i
~ :E Ol 0 a..c: <Ilo Z'
C. E > -<Il EO, III 0 ~a. 0 "0 .2
a. 0 a::: :g;: () :2
Ol III III 0 Oc D.N 0 ':; (;j
0 Ci U) Ol OlO CJ~ ~. Q; CT III (;j
a::: D.iii o 0 - :::i a:: III
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MATERIAL DESCRIPTION 5 ::>
~.\\. Sod-bearing Topsoil
1 H' 0.5
~ Brown Lean Clay with Debris
>--
IX 50 12
I- -
r--.:
- /"///-"
f--
- X
50 14
V//h
5 - '---
6.0
Brown and Gray Lean Clay IX
. 50 14
'--
-
-
V////- IX
-
50 15
10.0
10
-
-
-
-
15
Completion Depth: 12,5 Remarks:
Date Started: 9/27/01
Date Completed: 9/27/01
Drilled By: EFS
Logged Bv: l>;~~
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....
....
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e
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en
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~ Completion Depth:
~ Date Started:
~ Date Completed:
13 Drilled By:
:s Lo ed B :
SAGAMORE
ENVIRONMENT IlL
SERVICES, INC
Sagamore Environmental Services
8002 CasUeway Drive Suite 104
Indianapolis, Indiana 46250
Telephone: 317-842-0510
Fax: 317-842-0547
01
o
...J
o
:E
c.
<'D
c'5
Surface EI.: 803.0 msl (from topo map)
Location: South Corner of Proposed
Parking Lot
MATERIAL DESCRIPTION
Sod-Bearing Topsoil
Brown Lean Clay with Gravel
Brown Lean Clay with Sand and Gravel
Brown Lean Clay with Debris
10.0
9/27/01
9/27/01
EFS
Remarks:
LOG OF BORING B-3
ame: UST A Midwest
Location:1300 Block East 96, Indianapolis
Number: 01-0745s2 Sheet 1 of 1
0,5
3.0
8,0
10.0
cD ~ ~
>u. CI) 0 x
~ 1::0 'iij en 01> 01 'E - - Q)
<II 0 00 <III- I::,!!l 'Qj 'E 'E "C
Q) ~ 0 ~LL ~ - 'iij en ~o 2 :J :J E
Q. Q) 0 ~- c..J:: <110 I:: ::
E > ~~ EO, 0 "C 0
0 a:: <'Do ~c. () ~ :2
<'D 0 01:: D..N 0 ':;
en CI) Q)O o~ ~' CD l:T <'D '1ii
a:: D..iii - :J c::
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50 13
100 12
100 14
90 13
;:
Qj
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15.
Gl
Cl
SAGAMORE
ENVlRONMECNTAL
SERVICES, IN .
Sagamore Environmental Services
8002 Cast/eway Drive Suite 104
Indianapolis, Indiana 46250
Telephone: 317-842-0510
Fax: 317-842-0547
0)
o
...J
o
:c
a.
ca
t'5
Surface EI.: 800.0 msl (from topo map)
Location: Center of Proposed Parking Lot
MATERIAL DESCRIPTION
o ,t Sod-Bearing Topsoil
5
10
~
lil
....
e
~
c:i
Z
z
z
~
:5
...
fu 15
~ Completion Depth:
~ Date Started:
z Date Completed:
~ Drilled By:
~
:5 Lo ed B :
Gray Lean Clay with Debris
Brown Lean Clay with Debris
Brown Lean Clay with Gravel
10.0
9/27/01
9/27/01
EFS
Remarks:
LOG OF BORING B-4
ame: USTA Midwest
Location:1300 Block East 96, Indianapolis
Number: 01-0745s2 Sheet 1 of 1
I ~
Gl ....
>u. Gl .s:: 0 x
~ co 'ii'i<n 0)> 0) c"" - .... Gl
rIl 0 00 c.!!! ~- 'E 'E "tJ
Gl ~ ;;u. rill- Gl E
C. Cl ~- l!? - "ii'i<n C :::i :::i
Gl 0 a..s:: rile ~
E > -rIl Ecn cae ~g, 0 "tJ .~
ca 0 ~ ~:= a.N U ':; U; .~
0 o c Cl
<n Gl GlO u~ ~. Gi l:T ca U;
~ a.iii o 0 - :::i a: ca
=iU'J Z 'c ~ a:
::::> ::::>
0,5
90 16
16
17
8.0
10.0
90 14
.
r:
e
'"
~
a>
~
o
t.:)
o
Z
z
z
t.:)
:5
SAGAMORE
. ENVIRONMECNTAL
..... - SERVICES, IN .
Qj
oS!
~
a.
QI
o
,\/t. ,\
5
Sagamore Environmental Services
8002 Castleway Drive Suite 104
Indianapolis, Indiana 46250
Telephone: 317-842-0510
Fax: 317-842-0547
0)
o
...J
o
:<:
0-
~
C)
Surface EL: 798.0 msl (from topo map)
Location: NE Corner of Proposed Parking
Lot
10
MATERIAL DESCRIPTION
Sod-Bearing Topsoil
Brown Lean Clay with Gravel
Brown Lean Clay with Sand and Gravel
Brown Lean Clay with Gravel
...,
& 15
~ Completion Depth:
~ Date Started:
z Date Completed:
~ Drilled By:
t.:)
:5 Lo ed B :
10.0
9/27/01
9/27/01
EFS
Remarks:
LOG OF BORING B-5
ame: UST A Midwest
Location:1300 Block East 96, Indianapolis
Number: 01-0745s2 Sheet of 1
, ~
QI 1:
>u. QI 0 )(
~ ...
c:o 'm (I) 0)> 0) "E ... ... QI
0 'E
III 00 ~1- c:.!!! '(jj 'E "0
QI ~ 0 ;:u. 'm (I) ~'t3 2 :.:::i :.:::i E
c.. QI 0 ~- c..~ III 0 c: >.
E > "'1Il Eo ClIO ~O- 0 "0 0 ...
0 a:: ~~ () ti
ClI 0 oc: D-N 0 ':; .S:!
(I) QI QlO C,)~ ~. ~ CT ClI 1ii
a:: D-ai ... 2 :.:::i a:
o 0 'c ClI
::i(J) Z ::J ~ a:
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0.5
3.0
6.0
10.0
80 16
90 15
100 15
90 13