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PRELIMINARY
SUBSURFACE INVESTIGATION &
FOUNDATION RECOMMENDATIONS
PROPOSED SUBDIVISION
11 (/h STREET AND HAZEL DELL PARKWA Y
CARMEL, INDIANA
PROJECT NO: S9409
.;, .....
PREPARED BY:
ALT & WITZIG ENGINEERING, INC
..' GEOTECHNICAL DIVISION
PREPARED FOR:
MARK STOUT DEVELOPMENT
INDIANAPOLIS, IN
JANUARY 3, 2000
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Alt & Witzig Engineering, Inc.
3405 W. 96th Street. Indianapolis, Indiana 46268
(317) 875-7000. Fax (317) 876-3705
January 6, 2000
Mark Stout Development
9702 Pendleton Pike
Indianapolis, Indiana 46236
A TTN: Mr. Mark Stout
RE;
Preliminary
Subsurface Investigation &
Foundation Recommendations
Proposed Subdivision
I 16th Street and Hazell Dell Parkway
Carmel, Indiana
Alt & Witzig File: S9409
Gentlemen:
In compliance with your request, we have performed a preliminary subsurface investigation at the
above referenced project. It is our pleasure to transmit herewith four (4) copies of our report.
The results of our investigation and evaluation indicate that continuous wall footings appear to be
the most feasible foundation type for the proposed structures within the uhdisturbed areas of the site.
However, some loose soils were encountered along the eastern boundary of the pond. These loose soils
appear to have been disturbed during past earthmoving operations of the former gravel pit. It will be
necessary to excavate and recompact these soils prior to the construction of homes in this area,
Due to past earthmoving operations some disturbed natural soils and loose unsuitable fill materials
may be encountered across other portions of the site. Soil Conservation Survey Maps and U.S. Geological
Survey Maps indicate that some disturbed areas sl10uld be anticipated in the southern portion of the
subdivision (i.e. lots 4 through 7). Thus, it is recommended that all foundation excavations be inspected by
a representative of the soils engineer to assure that the materials in the base of the footings are suitable.
Wherever unsuitable material is encountered during the excavation of footings, it may be necessary to
undercut these areas to suitable bearing materials.
Plans indicate that it will be necessary to fill in the eastern portion of the former gravel pit in order
to construct Lots 9 through 15. In order to construct these lots it will be necessary to dewater the fonner
gravel pit to two(2) feet below the base of the pit. Due to the permeability of the shallow noncohesive soil, a
major dewatering process involving deep wells pumping continuously will be necessary. Additionally, this
pumping must be maintained during filling operations.
Particular attention must be given to the face of the western boundary of these lots(pond side) and
any earth slopes. Failure often occurs at the face due to the steepened slopes and inadequate compaction of
the material at this location. To assure that the material at the face has been properly compacted, the loose
O Offices: Subsurface In~estigatio,,; and Fo.undation Engi,,;eering
Cincinnati, Ohio. Louisville, Kentucky Construction Materzals Testmg and Inspection
Indianapolis. Evansville. Ft. Wayne. Lafayette. South Bend. Terre Haute, Indiana Environmental Services
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Mark Stout Development
January 6, 2000
Page Two
material should be excavated and a series of benches should be cut into the dense existing soil. It appears
that due to the former gravel pit operations that the materials along the eastern portion of the former gravel
pit were disturbedlloosened to depths of greater than fifteen (15) feet below the existing grades. This
material must be removed and recompacted prior to placing new fill material. All slopes should be over-
built with compacted soils and then cut back to the designed slope. This method will insure that the surface
soils are properly compacted and integrate the fill material with the natural soils. Furthermore, the slope
face should be protected from erosion.
It is recommended that finished slopes be no steeper than 4 to 1 (horizontal to vertical). Erosion
conti'ol measUres such as vegetation must be employed as soon as possible in order to maintain the integrity
of the slopes. Due to stiffness of the compacted fill material along the edge of the slope; it will be necessary
to spread a layer of topsoil along the side slopes to promote the vegetation growth. An erosion grid or mat
may also be incorporated in order to protect the vegetation until a sufficient root system may be
established. . " .
It is critical that a representative of Alt & Witzig Engineering, Inc. be present during all
construction and fill ()petations.
If residential struCtures with basements are considered within the of the proposed subdivision, it is
recommended that the 100 year flood elevation be considered in detennining the basement depths. It is
anticipated that the 100 year flood may influence the groundwater level and possibly the drainage of the
basements. It should be noted that the groundwater level should be anticipated to fluctuate somewhat
depending upon normal seasonal ,"ariations in precipitation and surface runoff. Our borings were
performed during dryer portion of the year.
Due to the moderately high groundwater level and permeable sands across the western portion of
the site, some difficulties should be anticipated if structures with basements are considered within pOltions
of this development. In order to minimize the potential for difficulties, it is recommended that the ground
floor of the houses be constructed as high as possible. If excavations penetrate the underlying wet sands.
major difficulties should be anticipated. It is strongly recommended that basements not be 'constructed
within these wet sands due to long-term difficulties with groundwater management.
The existing pond located in the central pOltion of the site is a remnant of a former gnivel pit
operation. It appears that the existing side slopes and base of the pit is comprised of sand and gravel.
Therefore, the pond will not function as a sealed system. Without a liner covering the side slopes, the
water elevation within the pond will fluctuate with a rise and fall of the natural groundwater level.
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Mark Stout Development
January 6, 2000
Page Three
Often. because of design and construction details which occur on a project, questions arise
conceming the soil conditions. If we can give further service in these matters, please contact us at your
convel1lence.
\\\\\,\\\.\11W n Hi mUll/IIi;
~~f~\~--\~J:\,,!~~.,..~'Vf"A;~IIF,~'l0 Very truly yours,
~ ,/'(~.""~:(J'\ ~ ri~'~>'<(~/r)~:"
l ~~....'" ~v i\k /(:)"":(;)\ AL T & WITZIG ENGINEERING, INe.
~:(Pt':>1.l)t)';;?I"",r,""\ i;'f ~ ~. ~~
::; .:. .. '~,"h'1U "'""j'1 J: '"
\3;:......... .~-~-~\;.f~)'~;"...>!.~~l '. "~ '" .
~. <'<::-')"'<."8 I,~,~~ I':.<.,~' .",''0' Michael A. Rowe,
.~%~:;.\!/dn;.;~~.i...~~\\.~~~;?' Project agineer {/~~ . .
.qlll/J ,J 1"1, k, \\..~~" ,
.lliIlHlIlBlll.\\\\\. I
SHW,MARlbkm Steven H. Werling, P.~. . 7
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TABLE OF CONTENTS
SECTION
PAGE
INTRODUCTION .............................. ........ .......... ........... ........... ......... ........ ........... ............. ... ........ ...... 1
DESCRIPTION OF SITE ... ............ ....... ... .......... .......... ........... .......... ......., .......... ............................... 2
FIELD INVESTIGATIONS ........... ....... ................ ................. .................. ........................................... 3
SUBSURFACE CONDITIONS ....... ..... ............. ......... ..... .......... ........ ............. ................................... 5
FOUNDATION DISCUSSION AND RECOMMENDATIONS ......................................................7
CONSTRUCTION CONSIDERATIONS ......................................................................... ... .... .... .... 16
SUMMARy......... ....... ........... ...................... ........ .... ........................ .".. .............................................. 18
APPENDIX
Recommended Specifications for
Compacted Fills and Backfills
Boring Location Plan
Generalized Fill Placement Illustration
Boring Logs
General Notes
~
Microsoft Excel
Worksheet
II: \Rcports. 99\RE D\S9409 .doc
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PRELIMlNAR Y
SUBSURFACE INVESTIGATION
AND
FOUNDATION RECOMMENDATIONS
INTRODUCTION
General
This report presents the results of a preliminary foundation investigation for the proposed
subdivision located on the east side of Carmel, Indiana. Our investigation was conducted for Mark
Stout Inc. of Indianapolis, Indiana.
Authorization to perform this investigation was in the form of a proposal accepted by Mark
Stout of Mark Stout Development to Alt & Witzig Engineering, Inc.
The scope of this investigation included a review of geological maps of the area; a'review of
geologic and related literature; a reconnaissance of the immediate site; performing borings; subsurface.
exploration; field and laboratory testing; and engineering analysis and evaluation of the materials.
The purpose of this subsurface investigation was to determine the various soils profile
components, the engineering characteristics of the subsurface materials and to provide criteria for use
by the developers and engineers in evaluating potential construction problems as well as a preliminary
design.
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DESCRIPTION OF SITE
Site Location
The site of the proposed residential development is located on the east side of Carmel,
Indiana. Specifically, the site is located along the west side of Hazell Dell Parkway, north of the
intersection of 1161h Street and Hazell Dell Parkway. The site may be located using the Fishers,
Indiana, 7-112 minute quadrangle map in the southwest quarter of Section 33, Township 18 North,
Range 4 East. The general vicinity of the site is shown on the enclosed site location map in the
appendix of this report.
Site Topography and Draina2:e
The surface of the site is relatively flat to gently rolling with an approximate relief of five
(5) feet or less across. a majority of the site. However, approximately fifteen (15) to twenty (20)
feet of relief is associated with the former grayel pit. A portion of the existing relief may be
attributed to past earthn10ying operations of the former gravel pit. Few drainage patterns have
developed and drainage is primarily along the ground surface into the existing gravel pit. The
ground cover across the site at the time of boring operations consisted of grass, weeds, scattered
trees, and gravel roads. Some gravel and cobble size material was also observed on the ground
along the south and north sides of the pond. Small to medium size trees were located along the
northern boundary and in the western portion of the site.
The surrounding area is well developed with overhead and underground utilities, paved
roadways, and numerous residential structures. A shelter and barbecue pit exist in the northwestern
portion of the site.
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FIELD INVESTIGATION
Scope
Field investigations to determine the engineering characteristics of the foundation materials
included a recollilaissanceof the project site, making borings located as shown on the plot plan,
perfOlming standard penetration tests, and obtaining samples retained in the standard split-spoon
sampler. The apparent groundwater level at each boring location was also determined.
Drilling and Sampling Procedures
The soil borings were performed with a drilling rig equipped with a rotary head.
Conventional hollow-stem augers were used to advance the holes. Representative samples were
Qbtainedemploying split-spoon sampling procedures in accordance with ASTM Procedure D-1586.
Field Tests and Measurements
Penetration tests. During the sampling procedure, standard penetration tests were
performed at regular intervals to obtain the standard penetration value of the soil. The standard
penetration value is defined as the number of blows a 140-pound hanlIDer, falling 30 inches, is
required to advance the split-spoon sampler-one (1) foot into the soil. The results of the standard
penetration tests indicate the relative density and comparative consistency of the soils, and thereby
provide a basis for estimating the relative strength and compressibility of the soil profile
components.
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Water level measurements
Water level observations were made during and upon completion of boring operations.
These readings are noted on the boring logs presented herewith. In relatively pervious soils such as
sandy soils, the indicated elevations are considered reliable groundwater levels. In relatively
impervious soils, the accurate determination of the groundwater elevation is not possible in even
several days observation.
Ground surface elevations
Ground surface elevations were not available at the time of our investigation. All depths
mentioned in the report are referenced from existing ground surface at each boring location at the
time of field operations.
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SUB SURF ACE CONDITIONS
General
The types of foundation materials encountered have been visually classified and are
described in detail on the boring logs. The results of the field penetration tests, strength tests, water
level observations and laboratory water content tests are presented on the boring .logs in numerical
form. Representative samples of the soils encountered in the field were placed in sample jars and
are now stored in our laboratory for further analysis if desired. Unless notified to the contrary, all
samples will be disposed of after three (3) months.
Groundwater
The groundwater level measurements taken during drilling operations indicated that the
ground water levels range from seven (7) to greater than fifteen (15) feet below existing grade.
Groundwater level measurements taken upon completion and several hours after the completion of
drilling operations indicated that the borings had caved dry at a shallow depth. The exact location
of the water table should be anticipated to fluctuate somewhat depending upon normal seasonal
variations in precipitation and surface runoff. Groundwater levels may fluctuate with the rise and
fall of the water levels within White River.
It should be noted that the groundwater level should be anticipated to fluctuate somewhat
depending upon normal seasonal variations in precipitation and surface runoff. Our borings were
perfonned during what is considered to be the dryer portion of the year.
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It appears that the City of Carmel is operating two (2) large volume wells near this site.
Based on a conversation with a Carmel City Official, it appears that these wells are producing
three million gallons of water a day. It is believed that these wells are producing from an aquifer
which influences the groundwater level at the site. The wells may either discontinue pumping
due to maintenance or may be abandoned at a later date. Static water levels in these wells have
been measured as high as six .(6) feet below existing grade. It is critical that a detailed
Hydrogeologic study be performed if basements are to be constructed within the permeable sands
across the site.
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FOUNDATION DISCUSSION AND RECOMMENDATIONS
Proiect Description
It is anticipated that the proposed residential development which is located near the
intersection of 1161h Street and Hazell Dell Parkway will consist of residential buildings and paved
roadways. The size and configuration of the site and location of the eight (8) soil borings, which
were performed at this site, are shown on the enclosed plot plan. It is anticipated that the buildings
will be one (1) and two (2) story structures of wood frame construction.
At this time, it has not been determined whether basements. will be constructed in any
portion of the development. Additionally, the proposed finished floor elevations for-the potential
structures were not made available at the time of this report. It is, therefore, assumed that finished
floor elevations for any slab-on-grade structures will be established at or slightly above the existing
surface elevations. If basements are constructed within the subdivision, it is .estimated that the
basements will be constructed seven (7) to eight (8) feet below the existing grade.
For our analysis, it is a~sumed that all structures will be lightly loaded with the structural
loads transferred to the soils by continuous wall footings. if possible. The wall loads anticipated are
in the range of two (2) kips per lineal foot or less.
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Foundation Recommendations
The soil borings drilled at this site were widely spaced and the materials varied somewhat
between boring locations. The following suggestions and considerations are, therefore, somewhat
general in nature. These recommendations were developed from the information obtained at the
particular boring locations. Soil conditions at other locations on this site may vary and some
modifications may be necessary for such areas.
Various foundation types have been considered for support of the proposed. residential
structures at this site. The foundation types considered included conventional spread and
continuous wall footings, extended spread footings, or footings on compacted fill.
Shallow Spread Footings..spread footings and continuous wall footings are generally..most
economical when the existing soil conditions allow them to be founded at a shallow depth. ,
Our test borings typically indicate that medium dense to dense fine to coarse grain sand and
gravel are the predominate soil type~across the site at a shallow depth in the non-disturbed areas.
Generally, these non-cohesive soils were encountered from beneath the topsoil or crushed stone
layer and extended to the ten11ination depth of our boring. However, borings performed along the
eastel11 boundary of the f0l111er grawl pit encountered very loose to loose sands and gravels. It
appears that these soils were disturbed during gravel pit operations. These materials were
disturbed and not recompacted in a sufficient manner to support the structural loads of a building.
Because of the medium dense non-cohesive materials which are present at this site in the
undisturbed areas, conventional footings founded at a shallow depth must be dimensioned using
moderate bearing pressures.
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In order to minimize settlement between footings, net allowable bearing pressures in the
range of 2500 to 3500 psf are anticipated for dimensioning shallow spread footings and continuous
wall footings in the non-disturbed areas . The above recommended bearing pressures are assuming
the footings are founded on medium dense natural soils or on compacted structural fill at a shallow
depth below the finished grade.
It is anticipated that all interior footings may be founded at a nominal depth below the
finished floor slab. In order to alleviate the effects of seasonal variation in moisture content on the
behavior of the footings and eliminate the effects of frost action, all exterior foundations should be
founded a minimum of three (3) feet or greater below the final grade.
Due to past earthmoving operations some disturbed natural soils and loose unsuitable;.
fill materials'will be encountered across-portions of the site. Thus, it is recommended that all
foundation excavations be inspected by a representative of the soils engineer to assure that
the materials in the base of the f()odngs are suitable. Wherever unsuitable, matetialis;
encountered during the excavation of tootings, it may be necessary to . undercut these areas to .
suitable bearing materials.
If it is not convenient to lower the footings to the level of suitable bearing materials, then
the footing areas can be re-established to the proposed footing elevation by placing granular
structural fill or by placing a lean concrete. Using approved materials, it is recommended that a
density of 93 percent maximum dry density in accordance with ASTM D-1557 be achieved in all
areas which will be stressed by the foundation loads.
In some areas of the site. a well compacted structural fill may be necessary to raise the
building pad to the desired grade. The till materials should be approved by the soils engineer and
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All & Witzig File: S9409
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may consist of either granular or cohesive soils. Most on-site soils with the exception of topsoil
materials, appear suitable for construction of the structural fill if proper moisture contents of the
material and compaction procedures are maintained. After the building areas have been raised
to the proper elevation, a free draining fill should be placed immediately beneath the floor slab. It is
recommended that all materials placed in the floor slab areas be compacted to a density of 93
percent of maximum dry density in accordance with ASTM D-1557. Recommendations for proper
stripping, proofrolling and filling procedures are presented in the Appendix of this report.
-- -- .. - ..
~ LOT 8 through Lot 15
The existing pond located in the central portion of the site is a remnant of a fom1er
gravel pit operation: Plans indicate that it will be necessary to fill in the .eastem portion of the
former gravel pit.in order to construct Cots.ej tY;o~gkI5~ In Q.rd~r to construcDhes-e Lots"it \\'ill be -
--~- -, -
:...:1~cess~1:Y-to d~wat~r- ~ fui-metgravel p~;two (2) feet bel9~the jJas~ ofthe' pit. Due _toth~
tperiTieabiiity of the shallow-nOllcQ!1esive soil, a major dewatering process inyolving.deep-.:ve'lli.
- . - .
-
.....pumping continuouslyc.will be neces.sary. Additionally, this pumping must be maintained during
tilling operations.
- - - - --;
/P'~ll!ic21l~ atten]on m~~-be giventO. tl1e!~e=oi the ;yestem boun9~ry of these lots{pond
-
sjde) ~P<.!. ~ny eali!1 ~lopes~ Failure often occurs at the face due to the steepened slopes and
inadequate compaction of the material at this location. To assure that the material at the face has
been properly compacted, the loose material should be excavated and a series of benches should be
cut into the dense existing soil. It appears that due to the former gravel pit operations that the materials
along the eastern pOliion of the former gravel pit were disturbed/loosened to depths of greater than fifteen
(15) feet below the existing grades. This material mLlst be removed and recompacted prior to placing new
fill material. All slopes should be over-built with compacted soils and then cut back to the designed
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slope. This method will insure that the surface soils are properly compacted and integrate the fill
material with the natural soils. Furthermore, the slope face should be protected from erosion.
It is recommended that finished slopes be no steeper than 4 to I (horizontal to vertical). If
steeper slopes are required the use of a geogrid within the fill material may be considered. Erosion
control measures such as vegetation must be employed as soon as possible in order to maintain the
integrity of the slopes. Due to stiffness of the compacted fill material along the edge of the slope, it
\\fill be necessary to spread a layer of topsoil along the side slopes to promote the vegetation
growth. An erosion grid or mat may also be incorporated in order to protect the vegetation until a
sufficient root system may be established.
It is critical that a representative ofAlt & Witzig Engineering, Inc. be present during
all construction and fill operation.
Recommended Foundation Types for this Site
When the foundation types -discussed herein are considered, conventional shallow spread
footings and continuous walLfootings appear to be the mostfeasible foundation type for anticipated
lightly loaded structures within the non disturbed areas. Special consideration will be necessary to
remove all loose soils in the eastem portion of the site and to properly construct the proposed
slopes. Parameters have been given which may be used in the preliminary design of foundations
for this project.
When the grading plans, design floor elevations, and other pertinent design
information are available for this project, they should be brought to the attention of the soils
engineer so that he may determine if changes in the preliminary recommendations are
required. These borings are needed to substantiate and verify the subsurface conditions
encountered in this preliminary investigation.
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Basement Considerations Due to the moderately high groundwater level and permeable sands
across the eastern portions of the site, difficulties should be anticipated if structures with basements
are plalmed for the portions of the development. In order to minimize the potential for difficulties, it
is recommended that the ground floor of the houses be constructed as high as possible. If
excavations penetrate the underlying wet sands, major difficulties should be anticipated. It is
strongly recommended that basements not be constructed within these wet sands due to long-term
difficulties with groundwater management.
It should be noted that the groundwater level should be anticipated to fluctuate somewhat
depending upon normal seasonal variations in precipitation and surface runoff. Our borings were
performed during what is considered to .be the dryer portion ofihe year. Therefore, the water level
readings may be several feet lower than would be anticipated in the wetter portion of the year or if
. .
the pumping was discontinued.
I f residential structures with basements are consider,ed the proposed subdivision. it is
recommended that the 100 year flood elevation be considered in determining the basement depths.
It is anticipated that the 100 year flood may influence the groundwater level and possibly the
drainage of the basements.
In addition to the 100 year flood elevation and construction dewatering, it appears that the
City of Cannel is operating 1'."'0 (2) large volume wells near this site. Based on a conversation with
a Carmel City OfficiaL it appears that these wells are producing three million gallons of water a
day. It is believed that these weBs are producing from an aquifer which will influence the
groundwater level at the site. The wells may either discontinue pumping due to maintenance or
may be abandoned at a later date. Static water levels in these weBs have been measured as high as
six (6) feet below existing grade.
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Alt & Witzig File: S9409
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Dewatering for the placement offill material
In order to construct the fill material and install a liner, it will be necessary to install several
large volume dewatering wells to lower the groundwater level a minimum of two (2) feet below the
base of the excavations. In order to lower and maintain the groundwater level, it will be necessary
that the wells pump continuously. Therefore, it is recommended that these pumps be supplied by
an electrical source.
It should be noted that the dewatering of the gravel pit wiD effect the groundwater in
the lake located directly west of the site.
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CONSTRUCTION CONSIDERATIONS
Site Preparation
Excessively organic topsoil and loose dumped fill material on the site generally undergo
high volume changes which are detrimental to the behavior of shallow foundations, floor slabs, and
pavement. Therefore, it is recommended that excessively organic topsoils and loose materials be
stripped from the construction areas and wasted or stockpiled for later use. Our test borings
. indicate that stripping on the order of seven (7) to nine (9) inches in most areas should be adequate
to remove vegetation and loose soils. However, borings indicate that up to twelve (12) inches may
be encountered in some areas of the site (especially the wooded areas). Variations in the topsoil
thickness and fill materials should be anticipated due to past earthmoving operations. 8.dditional
undercutting may be necessary to remove loose fill materials. The exact depth of stripping should
be detemlined by a representative of the soils engineer in the field at. the time of. the.. stripping
operations.
It is recommended that after the above mentioned stripping has been perfomled. the
exposed subgrade should be proofrolled with approved equipment. This proofrolling will
detemline where soft unsuitable materials are encountered. Where soft unsuitable materials are
encountered, they should be removed and replaced with a well compacted material. It is
recommended that a representative of the soils engineer be present for an inspection during the
proofrolling phase of this project.
After the existing sub grade soils are excavated to design grade, proper control of subgrade
compaction and fill, and structural fill replacement should be maintained by a representative of the
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Alt & Witzig File: 59409
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soils engineer as per the "Recommended Specifications for Compacted Fills and Backfills",
presented in the Appendix of this report; thus minimizing volume changes and differential'
settlements which are detrimental to behavior of shallow foundations, floor slabs and pavements.
Groundwater
Because of the moderately low groundwater level on the western portion of the site, little
difficulties during excavation and construction of shallow foundation might be anticipated. Placing
the foundations as shallow as possible will assist in minimizing these difficulties. Depending upon
the time of the year that the excavations are made, seepage from surface runoff may occur into
shallow excavations. Since these foundation materials tend to loosen when exposed to free water,
every effort should be made to keep the- excavations dry should groundwater be encountered; <A
gravity drainage system, sump'purnps,.or other conventional minor dewatering procedures should
be sufficient for this purpose in the shallow clays. It is also recommended that all concrete for
footings be placed the same day as the excavation is made. However, if excavations penetrate
into the underlying wet sand, major difficulties should be anticipated. Considerable
dewatering should be anticipated during the installation of utility lines.
17
Alt & Witzig File: S9409
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SUMMARY
A preliminary exploration and evaluation of the foundation conditions has been conducted
for the proposed residential development located in the east portion of Carmel, Indiana.
Preliminary foundation design criteria have been suggested and possible design and
construction problems have been discussed.
The exploration and analysis of the foundation conditions reported herein is considered in
sufficient detail and scope to form a reasonable basis for site evaluation. The recommendations
submitted are based on the available soil information and the preliminary design details fumished
by the developer of this property. Any revision in the plans for the proposed structures 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 preliminary recommendations are required. When final building sizes,
designs, and locations are determined, additional field and laboratory tests and engineering
evaluation should be performed to substantiate the results of this preliminary investigation.
Additionally, it is critical that a detailed hydrogeologic study be performed if
basements are to be constructed within the permeable sands across the site.
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Alt & Witzig File: S9:109
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APPENDIX
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RECOMMENDED SPECIFICATIONS FOR COMPACTED FILLS AND BACKFILLS
All fill shall be fonned from material free of vegetable matter, rubbish, large rock, and other
deleterious material. Prior to placement of fill, a sample of the proposed fill material should be
submitted to the soils engineer for his approval. The fill material should be placed in layers not to
exceed eight (8) inches in loose thickness and should be sprinkled with water as required to secure
specified compactions. Each layer should be uniformly compacted by means of suitable equipment of
the type required by the materials composing the fill. Under no circumstances should a bulldozer or
similar tracked vehicles be used as compacting equipment. Material containing an excess of water so
the specified compaction limits cannot be attained should be spread and dried to a moisture content
which will permit proper compaction. All fill should be compacted to the specified percent of the
maximum density obtained in accordance with ASTM density Test D:-1557 (93 percent of maximum
dry density below the base of footing elevation, beneath floor slabs, in pavement areas, . and. above the
sewer line). Should the results of the in-place density tests indicate that the specified compaction limits
are not obtained, the areas represented by such tests should be reworked and retested as required until
the specified limits are reached.
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e,ORI N G
LOCA TION
PLAN
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ITTTTIIi \ "
-. I --I --I --I --I-a, --1--\-- \ -- \
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I I I I I I I I I I
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---:
1.90
L
-4
PREPARED FOR: PREPARED BY:
Mark Stout Development 1t Alt & Witzig Engineering, Inc.
PROJECT NAME PROJECT NO DATE
Proposed Subdivision S9409 1/00
Scale:
r=J t=J EJ CJ r:=J - LJ - CJ CJ r=:J t=J - CJ - t=J r::=J c=J EJ t=J r=:J CJ t=J
GENERALIZED
FILL PLACEMENT
ILLUSTRATION
~;~
-j
Existing Slope
Not to Scale
PROJECT NAME
Proposed Subdivision
~
PREPARED BY:
Alt& Witzig Engineering, Inc.
PREPARED FOR:
Mark Stout Development
PROJECT NO. DATE
89409 1/00
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RECORD OF SUBSURFACE EXPLORATION
*'
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Alt & Witzig Engineering, Inc.
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CLIENT Mark Stout
PROJECT NAME Proposed Subdivision
LOCATION Carmel, Indiana
Boring # B-1
Alt &' Witzig File No. 89409
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Date Started 12/17/99 Hammer WI 140 Ibs.
Date Completed 12/17/99 Hammer Drop ~ In Ql
>
'in
Boring Method HSA Spoon Sampler ca ~ in Z en :;;
Ql
uf c.. 1iJ
Ql E E
r 0 e
c U 1iJ
.2 "0 c ~
en ~ Ql Ql c
SOIL CLASSIFICATION Ql ~ c Q.
1iJ -= 1iJ Ql
:;; C C C
~ Ql 0 -'"
STRATA Ql C. 0 ~ (2 iiI Q.- 0 0 0
iij ~ c 0 U III
ELEV 0 Ql Z "E 8 2f; Q. Ql ~
m 0 Ql Ql Ql "0 ]] :; (ij
SURFACE ELEVATION J: J!! a. a. c ~g> 2 E
C. E. E E ::l iii
~ 0 . Ql 0 Q)
Ql t1l t1l t1l ::l ~ 0.
0 iii m fJJ l5 mID aiii Q. ::;: 0::
.......
~.....
....... -
"'''''0
~~.:~i Brown dry fine SAND and GRAVEL - -
'-_"'0.
....... 1 SS 24
....... ~
.......
".... 4.0 -
.......
~ __5 -
2 SS 23
Gray dry Silty SAND ~ -
. . .
~ -
~ 3 SS X 23
-
~
__ 10 -
4 SS X 19
'.. ./ -
12.0 t
Brown dry medium SAND and GRAVEL -
5 SS X 31
-
15 -
16.0 6 SS X 32
-
Boring Terminated at 16.0 feet
-
-
~ -
-
-
-
- ~
~
onno e 0
DRILLING and SAMPLING INFORMATION
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HSA - Hollow Stem Augers
CFA - Continuous Flight Auger
DC - Dnvlng Casing
MD - Mud Drilling
GROUNDWATER
SL At Completion C- ft
-1 After hours ft
o Water on Rods DRY ft.
SS - Driven Split Spoon
ST - Pressed Shelby Tube
CA - Continuous Flight Auger
RC - Rock Core
CU - Cuttings
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Paoe of
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RECORD OF SUBSURFACE EXPLORATION
1fl
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Alt & Witzig Engineering, Inc.
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CLIENT Mark Stout
PROJECT NAME Proposed Subdivision
LOCATION Carmel, Indiana
Boring #
Alt & Witzig File No.
B-2
S9409
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DRIlliNG and SAMPLING INFORMATION
Date Started 12/17/99
Date Completed 12/17/99
Boring Method HSA
Hammer WI 140
Hammer Drop ~
Ibs
in.
~
in
Z VJ 0;
W
~ a. Q:j
VJ
w E E
I- 0 e
c () Q:j
0 "0 c *"
VJ ~ W w
2 c: 0.. C
Q) "" Q) w
c c: C
Q) .r::: w Q) 0 """
Q. 0 a. 0.._ 0 0 0
(ij ~ c: 0 () I/l
0 w Z "0 0 2E 0.. w .:.t:
CI) 0 Q) Q) ~ 0 rn
Ill"" :;
.r::: III a. a. ~~ 2~ !!J in E
Q. ~ E E . w
Q) III III :J ~ a. '6 Ql
O. il5 CI) CI) CI) lD. ail5 0.. :2 0::
0.3
SS 24 4.0
4.0
5
2 SS 32
,.
3 SS 16
10
4 SS 16
5 SS 25
15
16.0 6 SS 24
o
Spoon Sampler 00 ~ In
o
SOIL CLASSIFICATION
STRATA
ELEV.
SURFACE ELEVATION
Q
.......
.......
........
......
.......
.;.~.::....
~~~~: Brown dry fine SAND and GRAVEL
.......
.......
.......
.......
.......
.-."'..
...-::--:-
......
-:::!:...
.......
.......
.......
~~~~~
..-,,-.
:::;:::
.......
~~~~~
.......
......
.......
-=:"-=:,,.. ,
Brown Clayey SILT with Organics (Topsoil)
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Boring Terminated at 16.0 feet
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onnq e 0
HSA - Hollow Stem Augers
CFA - Continuous Flight Auger
DC - DrivIng Casing
MO - Mud Drilling
Ie \0
o
GROUNDWATER
SL At Completion C-9.5 ft.
~ After hours ft
0 Water on Rods DRY ft.
SS - Driven S~;': Spoon
5T - Pressed S-elby Tube
CA - Continuo'",:~ ~1i9ht Al..:;er
RC - Rock Core
CU - Cuttings
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RECORD OF SUBSURFACE EXPLORATION
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Alt & Witzig Engineering, Inc.
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CLIENT
PROJECT NAME
LOCATION
Mark Stout
Proposed Subdivision
Carmel, Indiana
Boring # B-3
Alt & Witzig File No. S9409
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DRILLING and SAMPLING INFORMATION
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Date Started 12/17/99 Hammer WI. 140 Ibs.
Date Completed 12/17199 Hammer Drop ~ in. .,
.~
Ul
Boring Method HSA Spoon Sampler 00 ~ in. Z Ul ~
., .,
iif a. Gi
., E E
I- 0 e
c () Gi
0 "U *-
:;::; c
Ul ., .,
SOIL CLASSIFICATION 0 E c a. i:'
~ Gi "" Gi .,
Iii c c i:'
.c ~ 0 :><
STRATA ., 0 l5 ~ ., 0 0 0
m a. ?:" a._ c 0 () III
ELEV 0 ., Z "U 0 :J.c a. ., ~
m 0 ., ., ~ ~ 0 in
"U jl ~~ 2 :;
SURFACE ELEVATION .c III a. a. c E
a. ~ E E E :J , .,. in .. ..
., III III 8l e :J ~ c- '0 Ql
0 1i5 m m C) miD aU) a. :;; n::
:.-:;.::
~~~~~ Brown SAND and GRAVELwith Cobbles'
-::.-:i.~ -
-::..!f.~
-:~-:~~ (Disturbed.soils) 1 SS X 5013"
~,,~~~ 4.0 - I.,
~~~~~ Brown and Black SAND and GRAVEL witli a trace _5 -
f--- ~~~~~ of Clay . 2 SS X 61
........ -
"......
"":}-:" I 7.0
IBrown Silty CLAY with Sand -
3 SS X 15 1.0 13.0
9.0 -
_ 10 -
f--- 4 5S X 23
Brown dry firm coarse SAND -
14.0
....... _ 15 -
-:~-:~~
.::.-=:.-. Brown dry fine SAND and GRAVEL 5 55 X 27
"..".. 16.0 -
Boring Terminated at 16.0 feet
bOnnQ Me moa
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HSA - Hollow Stem Augers
CFA - Continuous Flight Auger
DC - DriVing Casing
MD - Mud Dnlllng
SL
-X-
o
GROUNDWATER
At Completion C-9.0
After hours .
Water on Rods DRY
ft.
ft
ft.
SS - Driven Split Spoon
ST - Pressed Shelby Tube
CA - Continuous Flight Auger
RC - Rock Core
CU - Cuttings
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RECORD OF SUBSURFACE EXPLORATION
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Alt & Witzig Engineering, Inc.
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CLIENT Mark Stout Inc.
PROJECT NAME Proposed Subdivision
LOCATION Carmel, Indiana
Boring # 8-4
AIt & Witzig File No. 89409
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Date Started 12/17/99 Hammer WI. 140 Ibs.
Date Completed 12/17/99 Hammer Drop ~ in. QJ
>
'ijj
Bonng Method HSA Spoon Sampler 00 ~ in. Z '" Qj
QJ
-' li. Qj
'"
QJ E E
I- a e
c () Qj
.Q " c ;$.
'" m QJ QJ
SOIL CLASSIFICATION 0 ~ c 0. C
~ "" Qj QJ
Qj C C C
QJ a
STRATA QJ .t::. ~ f~ m QJ 0 .:.: 0
fti a. 0 0.- c 0 U Vl
3: a
ELEV 0 QJ Z Qj " a ::l.t::. 0. QJ ~
m 0 ., QJ ~ a Iii
-g m1l:: ~~ 'jj :;
SURFACE ELEVATION .t::. m 0. 0. -g ~ E
a. ~ E E E ::l , .QJ Iii
a .B.Q '0 Ql
QJ m m 8l i5 ::l ~ a.
0 en m m mal aen 0. ::;; a:::
-
- -
Brown' fine SAND (Disturbed Soils) - 1 SS X 8
-
,{i -
_5 -
- 2 SS X 4
- -
.7.0 I
....... I--
,/'-"'- 3 SS 4
.""'.... "-
,/'....
....... -
......
....... ~ 10
.-.",. Gray wet fine SAND and GRAVEL(Disturbed Soils) -
.......
- ..."'. I- 55 1
....... 4
",.",.
~~~~~ I- -
....... ~ -
".JO.
....... 5 5S 2
-::.-::.. I- 0
"'.... -
.......
5~~~~ ~ 15
-
- I- 6 5S 7
;.~ 16.0 -
Boring Terminated at 16.0 feet -
-
-
-
- -
-
-
,..
"-
- -
-
onnQ e 0 ,.,
DRILLING and SAMPLING INFORMATION
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HSA ' Hollow Stem Augers
CFA ' Continuous Flight Auger
DC - Dnving Casing
MD - Mud Drilling
GROUNDWATER
5Z- At Completion C-7.0 It.
~ Alter hours It.
o Water on Rods 13.5 It.
SS - Driven Split Spoor.
ST, Pressed Shelby Tu~e
CA ' Continuous Flight ~Clger
RC ' Rock Core
ClI ' Cuttings
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RECORD OF SUBSURFACE EXPLORATION
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Alt & Witzig Engineering, Inc.
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CLIENT Mark Stout Inc.
PROJECT NAME Proposed Subdivision
LOCATION Carmel, Indiana
Boring # 8-5
All & Witzig File No. S9409
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Date Started 12/17/99 Hammer Wt..140 Ibs.
Date Completed 12/17/99 Hammer Drop ML in. Q)
.~
'"
Boring Method HSA Spoon Sampler 00 ~ in. z '" iii
Q)
iii a. Cij
Q) E E
~ 0 e
<: () Cij
.Q "0 <: ;f-
III ~ Q) Q)
SOIL CLASSIFICATION ~ <: a. C
-a Cij "" Cij Q)
tv <: <: C
.c: Q) r~ Q) 0 .>::
STRATA Q) a 0 ~ iii a._ 0 0 0
0; ~ <: 0 () 11l
ELEV. 0 Q) z ~ "0 0 :l.c: a. Q) .:c.
rn 0 Q) Q) ~ 0 m
"0 "''''' - - "Pi :s
SURFACE ELEVATION .c: '" a. a. <: -g ~ ~~ E
a ~ E E E :J iii
Q) '" '" ~ e ,S.Q :J ~ a. .0 QJ
0 U5 rJJ rJJ Cl rJJaJ aU5 a. ::;; 0::
.......
"....
....... - .
."..
.......
...... -
....... -
".~.
....... 1 SS X 10
..... -
~~!~: Gray SAND and GRAVEL(Disturbed Soils) I--
".... -
....... _5 t--
......
---:-- ....... SS[)(
5~~~. 2 7
....... - I--
......
.......
"'..... - t--
- 3 SS[)( 6
I--
!~!~~ -
~ JO."'. 10 10.0 t-- SS[)( 0
~~!~~ . 4 4
....... - I--
....... Gray wet fine to medium SAND and GRAVEL
~~~~~ - t--
....... (Disturbed Soils) 5 SS 4
....!'. -
.......
...... I--
.......
~~5S. -
_ 15 - ..
- ....... 6 SS 8
......
....... 16.0
",."... -
Boring Terminated at 16.0 feet -
-
l-
I--
l-
I-
l-
I-
I--
l-
I-
.-
l::lonnQ Me Od
DRILLING and SAMPLING INFORMATION
o
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o
o
o
o
o
D
o
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HSA - Hollow Stem Augers
CFA - Continuous Flight Auger
DC - Driving Casing
MD - Mud Drilling
.sz.
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GROUNDWATER
At Completion C-6.0
After hours
Water on Rods 10.0
ft.
ft.
ft.
S5 - Driven Split Spoon
ST - Pressed Shelby Tube
CA - Continuous Flight Auger
RC - Rock Core
CU - Cuttings
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RECORD OF SUBSURFACE EXPLORATION
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Alt & Witzig Engineering, Inc.
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CLIENT Mark Stout Inc.
PROJECT NAME Proposed Sub division
LOCATION Carmel, Indiana
Boring #
Alt & Witzig File No.
8-6
89409
D
DRILLING and SAMPLING INFORMATION
Date Started 12/17/99 Hammer Wt. 140 Ibs.
Date Completed 12/17/99 Hammer Drop ~ in.
Boring Method HSA Spoon Sampler OD Z- in.
SURFACE ELEVATION
~
>
'0;
Z Ul Q;
QJ
~- a. 1ii
E E
I- 0 2
c 0 1ii
.Q "C C '$
Ul 1i1 Q) QJ
!.! c 0.. C
Qj "" Q)
Q; c 1ii
QJ C 8 c
~ QJ .><
OJ 0. c;j 0- m 0..- 0 0
~ ~ ~ c 0 0 III
Q) Z u 0 ::>~ 0.. ~
en 0 QJ QJ U ~ 0 ~t>> QJ iii
~ III 0. 0. c "''''' ] :;
0. 1i1 E E " -g ~ ' ai "'iii E
OJ '" '" e jg..Q " ~ Q. 0 QJ
a Ci5 en en " enro oCi5 0.. ::;; 0::
15
5
2 7
3 6
9.0
10
4 2
5 6
15
16.0 6 5
o
o
SOIL ClASSIFICATION
STRATA
ELEV
o
.......
......
.......
......
.......
-::.-::...
~~~~: Gray frneSAND and GRAVEL(Disturbed Soils)
:::,.-:: .
.......
JO.....
.......
.::"":,,..
,/'.....
~~~~~
;.:::.-:-
.......
-::,.-::...
!:.-::..
rI':"':
o
o
Gray wet fine to medium SAND and GRAVEL
(Disturbed Soils)
,,-::::: .
.......
-::.-::"..
.......
.......
..-"'-
{~~~~
o
o
Boring Terminated at 16.0 feet
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onnq e 0
HSA - Hollow stem Augers
CFA - Continuous Flight Auger
DC - Driving Casing
MD - Mud Drilling
GROUNDWATER
SL At Completion C-6.0 It.
~ After hours ft,
o Water on Rods 9.0 ft,
SS - Driver, Split Spoor
ST - Press"j Shelby Tue"
CA - Contlr~ous Flight "'-elger
RC - Rock Core
CU - Cuttings
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RECORD OF SUBSURFACE EXPLORATION
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Alt & Witzig Engineering, Inc.
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CLIENT Mark Stout Inc.
PROJECT NAME Proposed Subdivision
LOCATION Carmel, Indiana
Boring # B-7
All & Witzig File No. S9409
o
DRILLING and SAMPLING INFORMATION
Date Started 12/17/99
Date Completed 12/17/99
Boring Method HSA
D
Hammer WI. 140 Ibs.
Hammer Drop ML in. !1;
'in
Spoon Sampler 00 Z- In. Z '" ii;
<ll
1if Ci di
<ll E E
t- o e
c u ;:;
g 'tJ C *
'" ~ <ll <ll c
SOIL CLASSIFICATION Q c 0..
-;:; -= -;:; <ll
C
<ll C 0 C
<ll ~ C. <ll 0 .x 0
a. 0 0.._ 0
~ ~ c 0 U If)
<ll Z 'E 0 :l~ 0.. ~ ~
VJ 0 <ll <ll ",,g ~g Iii
~ '" c. C. !J ::>
SURFACE ELEVATION a. ~ E E -g ~ ' <ll en E
<ll '" '" '" 0 ::> ~ c. '0 OJ
0 Ui VJ VJ U51Ii cUi 0.. :;; 0:::
1.0
D
D
STRATA
ELEV.
D
o
5
2 SS
7.0
3 SS
10 10.0
4
12.5
5 SS
15
153 6
. 2.0 13.4
o
3.0
14.4
0.5 24.0
o
.......
......
.......
......
.......
, ......
.......
.......
.......
;~;~. Gray wet SAND and GRAVEL
.......
......
.......
."..".
.......
"'."'"
.......
.".",.
.......
......
.......
.......
.......
"'0"'-
.......
..."'..
.......
......
.......
.".."'.
.......
"."."
.......
20
7
SS
14
D
D
25
26.0
8
SS
27
Boring Terminated at 26 feet
D
D
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onna e 0
HSA - Hollow Stem Augers
CFA - Continuous Flight Auger
DC - Dnving Casing
MD - Mud Drilling
SL
-1
o
GROUNDWATER
At Completion
After hours
Water on Rods 15.0
ft.
ft.
ft.
SS - Driven Split Sp~:n
ST . Presseo Shelb) .,. ~be
CA - Contln~ous FII~-., Auger
RC - ROCk Core
CU . Cuttings
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RECORD OF SUBSURFACE EXPLORATION
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Alt & Witzig Engineering, Inc.
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D
CLIENT Mark Stout Inc.
PROJECT NAME Proposed Subdivision
LOCATION Carmel, Indiana
Boring # 8-8
All & Witzig Fife No. 59409
o
Date Started 12/17/99 Hammer WI. 140 Ibs.
Date Completed 12/17/99 Hammer Drop ~ in. ~
'iij
Boring Method HSA Spoon Sampler 00 ~ in z '" Qj
<lI
in a. 0;
<lI E E
I- 0 e
c u OJ
.2 u c: *-
'" ~ <lI <lI
SOIL CLASSIFICATION Q c: 0.. C
1'; Qj -= Qj <lI
Qj c: c: C
~ <lI !'! <lI 0 ""
STRATA <lI Q. iil 0 0
n; a. 0 0.._ c: 0 f/l
~ ~ 0 u
ELEV 0 <ll Z * u 0 ::>~ 0.. <ll .:.:.
(/) 0 ~ 0 Iii
<ll <ll U "'''''' 'Eg> 2 :;
SURFACE ELEVATION ~ '" Q. Q. c: -g ~ E
a. ~ E E E ::J , <lI in
<ll '" '" '" 0 19.2 ::J ~ Q. '0 OJ
0 1i5 (/) (/) t5 (/)(IJ o1i5 0.. ::;; a::
~ '-.... Stone and Gravel /' 0.4
..
Brown' SAN D with some gravel -
1 SS 12
- ,
5 5.0 -
2 SSX 14
-
Brown dry fine SAND c-- .' '. i"
7.8 3 SS X 26
-
_ 10 -
" 10.5 4 SSX 28
;.:~. -
.......
-::.-::.... Brown dry SAND and GRAVEL - {
.......
5~~S; 5 S5 X 40
;,:::::: -
~~~~~ _ 15 15.3 -
~ Grav Clayey SilT with Sand 16.0 6 SS X 44 4.0
-
Boring Terminated at 16.0 feet
f--- -
~
....
~
-
- ,.-
~
....
-
,...
- f-
~
-'
onno e 0 :
DRilLING and SAMPLING INFORMATION
D
D
o
D
o
o
o
D
D
o
D
o
o
HSA - Hollow Stem Augers
CFA - Continuous Flight Auger
DC - Dnvlng Casing
MD - Mud Drilling
GROUNDWATER
..sz. At Completion
~ After hours
o Water on Rods
ft
ft
ft.
S5 - Driven S~,t Spoon
ST - Pressed 5nelby Tube
CII - Continue.5 Flight Auger
RC - Rock en,
CU - Cuttings
o
Page of
D
D
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o
o
o
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D
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D
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GENERAL NOTES
SAMPLE IDENTIFXCATrON
The Unified Soil Classification System is used to . identify
the soils unless otherwise noted.
SOXL PROPERTY SYMBOLS
N:
Standard aN" penetration: Blows per foot of a 140-pound
hammer falling 30 inches on a 2 inch O.D. split-spoon
Qu:
Unconfined Compressive Strength, TSF
Qp:
Penetrometer value, unconfined compressive strength, TSF
Mc:
Water content, %
LL:
Liquid Limit, %
Pl:
Plastic Limit, %
Dd:
V
Natural Dry Density, PCP
-'
- .
Apparent groundwater level at time noted aft~rcompletion
DRXLLING AND SAMPLING SYMBOLS
SS: Split-spoon - 1 3/8" LD., 2" O.D., except where noted
ST: Shelby~tube - 3" O.D., except where noted
AU: Auger sample
DB: Diamond bit
CB: Carbide bit
WS: Washed Sample
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
TERM (NON-COHESIVE SOILS)
BLOWS PER FOOT
Very loose
Loose
Firm
Dense
Very dense
0-4:
5 - 10
11 - 30
31 - 50
Over SO
TERM (COHESIVE SOILS)
Ou (TSF)
Very soft
Soft.
Medium
Stiff
Very stiff
Hard
o - 0.25
0.25 - 0.50
0.50 - 1.00
1.00 - 2.00
2.00 - 4.00
4.00 +
PARTICLE SIZE
Boulders 8 in. +
Cobbles 8 in.-3in.
Coarse Sand 5mm-0.6mm
Medium Sand O.6mm-O.2mm
Silt O.74mm-O.005mm
Clay -O.005mm
,...-~,.~ ,
"" :-
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