1. 1
CHARECTERIZATION OF ARIYALOR FORMATION
Submitted by
MRINAL : 101051101102
RAJEEV RANJAN SINGH : 101051101132
PRAKHAR GOEANKA : 101051101119
PARVEEN : 101051101114
KEDAR GIRI : 101051101079
In partial fulfillment for the award of the degree of
BACHELOR OF TECHNOLOGY IN CIVIL ENGINEERING
DEPARTMENT OF CIVIL ENGINEERING
Dr. M. G. R.
Educational and Research Institute
University
2. 2
Dr. M. G. R.
Educational and Research Institute
University
DEPARTMENT OF CIVIL ENGINEERING
PROJECT WORK
MAY / JUNE -2014
This is to certify that the project entitled
CHARECTERIZATION OF ARIYALOR FORMATION
BONAFIDE RECORD OF PROJECT WORK DONE BY:
MRINAL : 101051101102
RAJEEV RANJAN SINGH : 101051101132
PRAKHAR GOEANKA : 101051101119
PARVEEN : 101051101114
KEDAR GIRI : 101051101079
Of Bachelor of Technology in Civil Engineering During the year 2013-2014
PROJECT GUIDE HEAD OF DEPARTMENT
Submitted for the project Viva-Voice examination held on……………………………
INTERNAL EXAMINER EXTERNAL EXAMINAR
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DECLERATION
I affirm that the project work titled “CHARECTERIZATION OF ARIYALOR
FORMATION”
Being submitted in partial fulfillment for the award of Bachelor of Technology in Civil
Engineering is the original work carried out by us. It has not formed the part of any other
project work submitted for award of any degree or diploma, either in this or any other
University.
Name of Candidates: Register No. Signature of the candidates:
MRINAL : 101051101102
RAJEEV RANJAN SINGH : 101051101132
PRAKHAR GOEANKA : 101051101119
PARVEEN : 101051101114
KEDAR GIRI : 101051101079
I certify that the declaration made above by the candidates is true.
(Signature of the Project-Coordinator) (Signature of the Project
Guide)
Mr. R. KALAIGNAN Mr. R. KALAIGNAN
Associate Professor Associate Professor
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ACKNOWLEDGEMENT
With great pleasure, We take this opportunity to express our heartfelt gratitude to all the
people who helped in making this project work a grand success.
We express our sincere thanks to Mr. A.C. Shanmugam, Chairman, Dr. M.G.R
Educational and Research Institute, and Mr. A.C.S. Arunkumar, President, Dr. M.G.R.
Educational and Research Institute, for their continuous care towards our achievements.
We would like to thank professorDr. K. Meer Mustafa Hussain,Vice Chancellor, Dr.
M.G.R. Educational and Research Institute,for giving us thepermission to carry out this
project.
First of all we are highly indebted to Dr. T. Felix Kala, Head – Dept. Of Civil
Engineeringfor her moral support through the period of our study in Dr. M.G.R. Educational
and Research Institute University.
We are grateful to Mr. R.Kalaignan, Associate Professor of Civil Engineering
Department for his valuable suggestions and guidance given by him during the execution of
this project work.
I would to appreciate the guidance given by other Dr. R. Narayanan,Assistant Professor,
Civil Engineering Department and Mrs. G.Swetha, Assistant Professor, Civil
Engineering Department as well as the panels especially in our project presentation that
has improved our presentation skills by their comment and tips.
We would like to thank the Teaching and Non-Teaching Staff of Civil engineering
Department for sharing their knowledge with us.
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ABSTRACT
This project determines the properties of clay which includes engineering
property and index property .The purpose of this study is to compare chemical
mineralogical, morphological and reactivity characteristic of cretaceous clay.
We conducted different test on sample to know characteristic of clay .A total of
seven test is performed on clay which are Atterberg limits (liquid limit, plastic
limit, shrinkage limit) , sieve analysis , hydrometer analysis , unconfined
compression test and direct shear test.
Test findings states that the properties of sample are quite
similar to other clay deposit .A major decline in the cretaceous content are
found by several analytical techniques. Graph study of sieve analysis gives it
has poorly graded grain size distribution. By hydrometer analysis we know
sample having grain size less than 0.075 and greater than 0.002. A simple step
wise procedure has been suggested for the characterization of engineering
property of Ariyalur clay (Cretaceous clay) and this procedure is useful in term
of engineering and economics.
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INTRODUCTION
The Cretaceous derived from the Latin “creta” is a geologic period and system from circa 145
to 66 million years ago. The cretaceous was a period with a relatively warm climate in high
eustatic sea level and creating numerous shallow inland seas. The clay minerals are a group
of fine-grained minerals varieties that are of major significance to the engineer. Clay minerals
comprise an essential portion of the soils and therefore yield a strong influence on soil’s
behaviour.
Ariyalur Sub module of the Field Training Centre is a newly established centre of the GSI
Training Institute in Tamil Nadu, Southern Region. The Centre has become operational from
26.10.2010 with the 34th Orientational Course for Geologists Programme in Perambalur, near
Ariyalur.
Clay is a general term including many combinations of one or more clay minerals with traces
of metal oxides and organic matter. Geologic clay deposits are mostly composed
of phyllosilicate minerals containing variable amounts of water trapped in the mineral
structure. Clays are distinguished from other fine-grained soils by differences in size and
mineralogy. Silts, which are fine-grained soils that do not include clay minerals, tend to have
larger particle sizes than clays, but there is some overlap in both particle size and other
physical properties, and there are many naturally occurring deposits which include silts and
also clay. Clay minerals are layer silicates that are formed usually as products of chemical
weathering of other silicate minerals at the earth's surface. They are found most often in
shales, the most common type of sedimentary rock. In cool, dry, or temperate climates, clay
minerals are fairly stable and are an important component of soil. Clay minerals act as
"chemical sponges" which hold water and dissolved plant nutrients weathered from other
minerals.
CLAY
Definition
The term "clay" refers to a naturally occurring material composed primarily of fine-grained
minerals, which is generally plastic at appropriate water contents and will harden with dried
or fired. Although clay usually contains phyllosilicates, it may contain other materials that
impart plasticity and harden when dried or fired. Associated phases in clay may include
materials that do not impart plasticity and organic matter.
Discussion
The "naturally occurring" requirement of clay excludes synthetics. Based on the standard
definition of mineral, clays are primarily inorganic materials excluding peat, muck, some
soils, etc. that contain large quantities of organic materials. Associated phases, such as
organic phases, may be present. "Plasticity" refers to the ability of the material to be moulded
to any shape. The plastic properties do not require quantification to apply the term "clay" to a
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material. The "fine-grained" aspect cannot be quantified, because a specific particle size is
not a property that is universally accepted by all disciplines.
Plasticity is a property that is greatly affected by the chemical composition of the material.
For example, some species of chlorite and mica can remain non- plastic upon grinding
macroscopic flakes even where more than 70% of the material is less than 2 µm esd
(equivalent spherical diameter). In contrast, other chlorites and micas become plastic upon
grinding macroscopic flakes where 3% of the material is less than 2 µm esd. Plasticity may
be affected also by the aggregatenature of the particles in the material.Although the
aggregates are composed of fine-grained kaolinite, plasticity is minimized because of the
aggregate nature of the kaolinite crystallites. Thus, "flint clays" are an apparent exception to
the plasticity attribute of the definition.
The term "fine-grained" in the above definition refers to crystallite size and not to aggregate
size.
Although the primary minerals composing clays are phyllosilicates, other materials that
impart plasticity and harden upon drying or firing may comprise clays. Associated phases in
clays (not to be referred to as "associated clay phases," but as "associated phases in clay")
may be minerals such as quartz, calcite, dolomite, feldspars, oxides, hydroxides, organic
phases, etc. or non-crystal-line phases, such as colloidal silica, iron hydroxide gels, organic
gels, etc.
Biostratigraphy:
A biostratigraphic unit is defined as a body of rock strata characterised by its content of
fossils contemporaneous with the deposition of strata. A biostratigraphic unit is
fundamentally different from the lithostratigraphic unit. The boundaries between the two may
or may not coincide or may even cross eachother. A zone is the basic unit in the
biostratigraphic classification and is defined by the occurrence of a characteristic fossil or an
assemblage of fossils without reference to lithology. A biostratigraphic zone may be based on
all its fossils or it may be based on a fossil of one phylum, one class or order, etc. Thus it is
possible to have different overlapping systems of zones variously based on different fossil
groups. Two types of formal biostratigraphic zones are recognised, namely, the assemblage
zone (cenozone) and the range zone (acrozone). At places, it may be feasible and desirable to
recognise and define assemblage zones of lower rank such as subzone. Stoliczka (1861-73)
was the first to propose a three foldbiostratigraphic zonation for the Cretacous rocks which
was refined by Kossmat (1895-97) and he assigned the sequence from Cenomaian through
Turonian to Lower Senonian age. Sastry et al (1968) assigned Albian to Maastrichtian age,
thus advocating a continuous and uninterrupted sequence. Chiplonkar and Tapaswi (1976)
utilised inoceramid bivalves to propose a biostratigraphic zone. Ayyasami (1990) presented a
biostratigraphy based on heteromorphy ammonite fauna. Faunal breaks at various tratigraphic
levels were proposed by Ayyasami&Rao (1984) and other publications. With the exploration
for oil in the Cretaceous rocks in the late 60s, various publications on the microfossils
appeared periodically.
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Chronostratigraphy:
The correlation of these rocks with other well-known Cretaceous areas of the world is
imprecise. Besides, the casual remarks on age without adequate supporting data of proper
fossil assemblage by many authors have added further confusion. While inoceramid zonation
for these rocks and a detailed classification on ammonites along with a biostratigraphic map
is available; data on magnetostratigraphy, radiometric age and Carbon isotope excursion
curve through the sequence in addition to other biotic data will help in assigning the
chronostratigraphic units. Though the paucity of foraminifera in the Trichinopoly Group in
the outcrop area, as a stratigraphic tool,restricts their use at that stratigraphic level, these
microfossils are excellent index fossils wherever they occur in these Cretaceous rocks.The
Cretaceous sediments of the Ariyalur area were dated by various researchers utilizing many
groups of fossils. The assignment of age based on biota was restricted to comparison and
broad correlation of the fauna from other Cretaceous basins in India. Detailed analyses of
various stage/substage boundaries of the Cretaceous fromAriyalur area is based on
ammonites and inoceramids only. A critical analysis of fauna along with
magnetostratigraphy, Carbon isotope excursion curve and radiometric dating is necessary to
suggest sections as candidates for global boundary stratotypes/additional type sections.
Physical Properties:
1. Ariyalur has a tropical climate. The dry season usually lasts seven months, from
January to July. May and June are the hottest months with occasional showers. The
main rainy season is from October to January. The average rainfall is 1,230 mm. a
year. The prevailing wind blows from the southeast.
2. The central part of the designated Ariyalur township area is more than 50 m above
mean sea level. The site slopes down from the centre to the periphery. The
uncontrolled runoff appears to have been the main cause for the erosion of adjoining
land. The deeper canyons are located mainly in the east and south of the designated
area. There are a few water bodies or 'eris' in and around the township, of which
Irumbaieri is the largest one.
3. The topography and climatic characteristics offered both constraints and opportunities
for the development of a town like Ariyalur with its envisioned ideals. The
constraints, in the form of gullied, windswept barren lands generally considered
unsuitable for urban development, have been used as opportunities for evolving the
form of the township. The slopes radiating from the centre to the periphery provided a
suitable location for Matrimandir as the centre of the township and also the soul of
Ariyalur. The geomorphology of the area also helped in conserving and optimally
utilising the rainfall run-off to convert this inhospitable site into a hospitable
environment for the development of a human settlement in harmony with nature.
Keywords:
esd - (equivalent spherical diameter)
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LITERATURE REVIEW
Clay, common name for a number of fine-grained, earthy materials that become plastic when
wet.Properties of the clays include plasticity, shrinkage under firing and under air drying,
fineness of grain, color after firing, hardness, cohesion, and capacity of the surface to take
decoration. On the basis of such qualities clays are variously divided into classes or groups;
products are generally made from mixtures of clays and other substances. The purest clays
are the china clays and kaolin’s. "Ball clay" is a name for a group of plastic, refractory (high-
temperature) clays used with other clays to improve their plasticity and to increase their
strength. Bentonites are clays composed of very fine particles derived usually from volcanic
ash. They are composed chiefly of the hydrous magnesium-calcium-aluminum silicate called
montmorillonite. Individual clay particles are always smaller than 0.004 mm. Clays often
form colloidal suspensions when immersed in water, but the clay particles flocculate (clump)
and settle quickly in saline water. Clays are easily molded into a form that they retain when
dry, and they become hard and lose their plasticity when subjectedtoheat.Soils have long
been recognized as problematic because they cause failure to civil structures constructed
above them. The main problem of these soils can be attributed to poor understanding of the
volume changes caused by moisture fluctuations.Three-dimensional free swell and shrinkage
tests were performed on all soils at various compaction moisture content conditions.. Soil–
water characteristic curves (SWCCs) of all test soils were determined by studying the suction
potentials of these soils over a wide range of moisture contents.SWCC results also showed a
clear variation in SWCC profiles of soils with respect to soil plasticity.. Overall, a large
database of soil properties was developed and is presented here. It includes physical and
mineralogical properties, as well as engineering results.
Location, accessibility and climate
Ariyalur is a small town in southern India where many cement manufacturing units are
situated that depend on the limestone raw material. It is about 60 km in the direction of
Northeast from the temple town of Tiruchchirappalli. It is connected from other parts of the
State by all weather roads. Ariyalur is a station on the chord line from Tiruchchirapalli to
Chennai. Ariyalur is hot during summer (about 40°) and gets rains during the months of
November and December during the Northeast monsoon when the climate is pleasant.
Regional Geology
The Cretaceous rocks of southern India are largely exposed to the northwestern part of the
Cauveri Basin where they are extensively overlapped and interrupted in their lateral
continuity by the younger Tertiary rocks and alluvium (Fig.1). On the other hand the
geological succession is fairly continuous in the subsurface, where it is represented by rocks
ranging in age from Early Cretaceous to Tertiary. The importance of these Cretaceous
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deposits lies in the development of their diverse lithofacies, abundance and variety of fossils
and a wide geographical distribution inthe region. Forbes (1846) was the first to report
Cretaceous fossils from Cauveri Basin. The rich, varied and well preserved invertebrate
mega-fauna of these formations collected from the outcrops, prompted Kossmat (1897;1895-
97) to represent this classic area to represent the Cretaceous Indo-Pacific palaeozoological
province. The exposures of the Cretaceous formations of southern India are limited to five
detached outcropping patches, namely, Sivaganga, Thanjavur, Tiruchchirappalli,
Vriddachalam in Tamil Nadu and in the Union Territory of Puducherri. These are aligned
approximately in a north northeast –south southwest direction. The areal extent of the
Thanjavur exposure (Vredenberg, 1910) is perhaps the smallest (exposures are only from
well sections) and poorly known; and the one in Tiruchchirappalli district is the largest and
best developed (70km by 45km). The main structural framework of the Cauveri basin is of
horst and graben type, comprising of ridges and depressions (sub-basins). The expression of
past tectonic activity is relatively poor in the outcrop area. A boundary fault along the
westernmargin is probably responsible for the development of the basin. This view is
evidenced by the nearly straight north northeast – south southwest marginal alignment of the
outcropping sedimentary rocks and the general thickening of the sediments towards east. The
structural disturbances are a few and they may be expressed in the form of faults. Two faults
are observed in the south of the area where limestone isfaulted against the conglomerate at
very high angle near Kallakkudi. The limestone is the down thrown block. Two more minor
faults are traced in the Tirupattur arm of the extension of the Cretaceous outcrop in the
southwestern area.
Seven stages – Albian, Cenomanian, Turonian, Coniacian, Santonian, Campanian and
Maastrichtian – are to be examined for assessing the six boundary level between them in
Ariyalur area.
1. The Albian – Cenomanian boundary: This boundary may be traced in the badlands to the
east of Uttattur village where a good geological section is available. The rocks exposed here
are the gypsiferous clay and sandstone of the Karai and Kunnam formations. The rocks of
Karai Formation yielded ammonite Mortonicerasrostratumof Late Albian age and the
Mantellicerasmantelliof Early Cenomanian age.
Map
11. 11
2. The Cenomanian – Turonian boundary:
This boundary is traced to the east of Odiayam village. The rocks exposed here are
gypsiferous clay, calcareous nodules in clay, shell limestone and sandstone. This area is one
of the most fossiliferous localities in the Ariyalur area. The transition from Cenomanian to
Turonian stage may be marked by the ammonites Eucalycoceraspentagonumin the former to
Pseudaspidocerasfooteanumin the latter. Many species of inoceramids are also useful in
tracing the transition (Ayyasami and Banerji, 1984).
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3. The Turonian – Coniacian boundary:
This boundary may be traced in the gully to the north of Andur and Varagur villages in the
northern part of the Ariyalur area. The section is well exposed and fossils are abundant. The
Turonian ammonite is the Lewesicereasanapadenseand the Coniacian ammonite is
Proplacenticerastamulicum. It may be noted that Ayyasami and Rao (1984) and
Chidambaram (1985) documented the absence of Late Turonian sediments in Ariyalur area.
Map:
15. 15
4. The Coniacian - Santonian boundary:
This stage boundary is not traceable in Ariyalur area as no Late Coniacian and Early
Santonian ammonites have been reported.
5. The Santonian – Campanian boundary:
This boundary may be traced to the north of Mel Mattur village. The rocks are predominantly
sandstone with subordinate clay of Sillakkudi Formation. The
inoceramidInoceramusbalitusof the Santonian age was collected from this locality.
Campanian invertebrates are rare here.
However, foraminiferal evidences show the presence of Santonian and Campanian rocks in
this area (Chidambaram, 2000; Ayyasami and Rao, 1984).
Map:
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6. Campanian – Maastrichtian boundary:
This boundary may be traced in a gully section north of the road from Ariyalur to Vilangudi
near Periyanagalur. The rocks are grit, limestone (oyster bank) with subordinate clay and
sandstone. The 10 characteristic Campanian ammonites are rare but Eubaculites vagina and
other heteromorph ammonites of the Maastrichtian age are known. This the type section of
the Kallankurichchi Formation of Sastry et al. (1972). Foraminiferal and ostracode studies are
available (Sastry et al., 1968; Sastry et al., 1972).
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Map:
Regional Traverses
As a part of the Ariyalur module, two regional traverses are planned to introduce and
familiarise the officer trainees to the Upper Cretaceous rock sequence. These traverses
include:
i. Karai – Kulattur Traverse
ii. Chittali – Kunnam Traverse
iii. Kunnam – Periyanagalur Traverse (by road)
Karai – Kulattur Traverse:
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The Upper Gondwana rocks are exposed in mine cuttings to the east of
Karaivillage.Overlying them are the marine gypsiferous clay and thin limestone bands. The
colourof the gypsiferous clay is white to yellow which changes to red in the
stratigraphicsuccession. All these clays contain fossils. The change in colour of the clay from
white or yellow to red reveals a change in the provenance. The overlying white sandstone is
coarse grained and at places fossiliferous. The contact of the Uttattur and Trichinopoly Group
of rocks is seen when the latter with its shell limestone cross the river near Kulakkalnattam
village. The alternation of shell limestone and the clay with calcareous nodules continue till a
sandstone with abundant brachiopod shells are traced. The overlying sandstone and clay
alternations continue till the village of Kulattur when the gritty sandstone of the Ariyalur
Group are exposed near the village. The alluvium and the Cuddalore sandstone cover the
rocks in further tracing of the Cretaceous rocks in this traverse.
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Experimental procedure
Laboratory testing
Basic index and physicochemical tests:
The basic index and physicochemical tests were carried out to illustrate the basic soil
characteristics of investigated site. Basic index properties were determined according to the
American Society for Testing and Materials (ASTM) standards.
OBJECTIVES
SIEVE ANALYSIS (Test to find types of soil)
LIQUID LIMITS (To know the stress history and general properties of the soil met
with construction)
PLASTIC LIMIT (Moisture content of a solid at which a soil changes from a plastic
state to a semisolid state)
UNCONFINED COMPRESSION TEST (For measurement of an undrained strength
of cohesive soil)
DIRECT SHEAR TEST (To determine the consolidated)
TYPES OF
PROPERTIES
INDEX
Liquid
Limit
Plastic
Limit
Shrinkage
Limit
ENGINEERING
Sieve Analysis
Hydrometer
Analysis
Unconfined
Compression
Test
Direct Shear Test
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EXPERIMENTAL WORK
1. SIEVE ANALYSIS
A SIEVE ANALYSIS IS A PRACTICE OR PROCEDURE USED TO ASSESS THE PARTICLE SIZE
DISTRIBUTIONOF A GRANULAR MATERIAL.
SIGNIFICANCE:
The distribution of different grain sizes affects the engineering properties of soil. Grain size
analysis provides the grain size distribution, and it is required in classifying the soil.A sieve
analysis (or gradation test) is a practice or procedure to assess the particle size
distribution (also called gradation) of a granular material. The size distribution is often of
critical importance to the way the material performs in use. A sieve analysis can be
performed on any type of non-organic or organic granular materials including sands, crushed
rock, clays, granite, feldspars, coal, soil, a wide range of manufactured powders, grain and
seeds, down to a minimum size depending on the exact method. This test is performed to
determine the percentage of different grain size contained within a soil. The mechanical or
sieve analysis is performed to determine the distribution of the coarser, larger-sized particles.
APPARATUS REQUIRED:
Stack of Sieves including pan and cover
Balance (with accuracy to 0.01 g)
Rubber pestle and Mortar ( for crushing the soil if lumped or conglomerated)
Mechanical sieve shaker
Oven
PROCEDURE
1. Take a sample about 990-g. of soil, when soil contain larger particles (gravels), bigger
soil sample will be required.
2. Carefully check all the sieves and remove any particles sticking to the sieve mesh.
3. Sieves are arranged in the descending order of their sizes with a pan at bottom.
4. The sieving operation shall be conducted by lateral and vertical motion of the sieves
so as to keep the sample moving continuously over the sieve surface.
5. The soil particles shall not be turned or manipulated through the sieves by hand.
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6. Sieving shall be continued until not more than 1-percent by mass of the residue passes
any sieve during 60-seconds.
7. Remove the sieves from the sieve shaker and carefully weigh the soil retained on each
sieve.
8. Remove the particles sticking to the sieve mesh and should be included to the weight
retained.
9. Tabulate the data and calculate the percentage passing.
MATHEMATICALLY:
Where:
WSIEVE is the weight of theaggregate in sieve.
WTOTAL isthe weight of the total aggregate in sieve.
Stack of Sieves Mechanical sieve shaker
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CALCULATING THE COEFFICIENTS OF UNIFORMITY AND CURVATURE
The coefficient of uniformity, Cu is a crude shape parameter and is calculated using the
following equation:
Cu =
D60
D10
Cu =
1
0.14
=7.14
Where D60 is the grain diameter at 60% passing, and D10 is the grain diameter at 10%
passing
The coefficient of curvature, Cc is a shape parameter and is calculated using the following
equation:
Cc =
(D30)2
(D10)(D60)
Cc =
(0.24)2
(0.14) (1)
=0.41
Where D60 is the grain diameter at 60% passing, D30 is the grain diameter at 30% passing,
and D10 is the grain diameter at 10% passing.
CRITERIA FOR GRADING SOILS.
The following criteria are in accordance with the Unified Soil Classification System:
For a gravel to be classified as well graded, the following criteria must be met:
Cu > 4 & 1 < Cc < 3
If both of these criteria are not met, the gravel is classified as poorly graded or GP. If both of
these criteria are met, the gravel is classified as well graded or GW.
For a sand to be classified as well graded, the following criteria must be met:
Cu ≥ 6 & 1 < Cc < 3
If both of these criteria are not met, the sand is classified as poorly graded or SP. If both of
these criteria are met, the sand is classified as well graded or SW.
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2. HYDROMETER ANALYSIS
THE HYDROMETER METHOD IS USED TO DETERMINE THE DISTRIBUTION OF THE FINER
PARTICLES.
Significance:
The distribution of different grain sizes affects the engineering properties of soil. Grain
size analysis provides the grain size distribution, and it is required in classifying the soil.
CORRECTIONS TO HYDROMETER READINGS
Zero Correction (Fz): If the zero reading in the hydrometer (in the control cylinder) is
below the water meniscus, it is (+), if above it is (–), if at the meniscus it is zero.
Meniscus Correction (Fm): Difference between upper level of meniscus and water level
of control cylinder.
Temperature correction (Ft): The temperature of the test should be 20C but the actual
temperature may vary. The temperature correction is approximated as
Ft= -4.85 + 0.25 T (for T between 15C to 28C)
PROCEDURE:
1. Prepare the control jar by adding 125 ml of 4% sodium metaphosphate (NaPO3) solution
and sufficient distilled water to produce 1000 ml. (This solution can be made by mixing
40g of dry chemical with enough water to make 1000 ml). Put the hydrometer into the
control cylinder and record zero and meniscus correction; then record the temperature by
putting the thermometer in it
2. Weigh out exactly 50g of soil passing the No. 200 sieve. Mix the soil with 125 ml of 4%
sodium metaphosphate (NaPO3) solution. Allow the soil mixture to stand about 12 hours.
3. At the end of the soaking period, transfer the mixture to a dispersion (or malt mixer) cup
and add tap water until the cup is about two-thirds full. Mix for 1 minute. After mixing,
carefully transfer all the contents of the dispersion cup to the sedimentation cylinder.
Rinse any soil in the dispersion cup by using a plastic squeeze bottle or adding stabilized
water and pour this into the sedimentation cylinder. Now add distilled water to fill the
cylinder to the 1000 ml mark.
26. 26
4. Cap the sedimentation cylinder with a No. 12 rubber stopper and carefully agitate for
about 1 min. Agitation is defined as turning the cylinder upside down and back 60 turns
for a period of 1 min. An upside down and back movement is 2 turns.
5. Put the sedimentation cylinder beside the control cylinder and start the stopwatch
immediately. This is cumulative time t = 0. Insert the hydrometer into the sedimentation
cylinder.
6. Take hydrometer readings at cumulative times t = 0.25 min., 0.5min., 1 min. and 2 min.
Always read the upper level of meniscus. Remove and place the hydrometer in the
control jar.
7. Continue taking hydrometer and temperature readings at approximate elapsed times of
1/2, 1, 2, 4, 8, 15, 30 and 60 min. and then 2, 4, 8, 12 and 24 hr. For each reading, insert
the hydrometer into the sedimentation cylinder about 30 sec before reading is due. After
the reading is taken, remove the hydrometer and put it back into the control cylinder.
CALCULATION
1. Calculate corrected hydrometer reading for per cent finer, RCP = R + Ft + Fz
2. Calculate per cent finer = (A * RCP * 100) / Ws
3. Calculate corrected hydrometer reading for determination of effective length, RCL =
R + Fm
4. 5. Determine L (effective length) corresponding to RCLgiven in Table 1.
5. Determine A from Table 2
_______________
6. Determine D (mm) = AL (cm.) / t (min.)
30. 30
21 +0.20
22 +0.40
23 +0.70
24 +1.00
25 +1.30
26 +1.65
27 +2.00
28 +2.50
29 +3.05
30 +3.80
Table2- 4. Correction Factors a for Unit Weight of Solids
DATA ANALYSIS:
(1) Apply meniscus correction to the actual hydrometer reading.
(2) FromTable1,obtain the effective hydrometer depth L in cm (for
meniscus corrected reading).
(3) For known Gs of the soil (if not known ,assume 2.65 for thi slab
purpose),obtain the value of K from Table2.
Unit Weight of Soil Solids,
g/cm3
Correction
factor
a
2.85 0.96
2.8 0.98
2.75 0.99
2.7 1
2.65 1.01
2.6 1.02
2.55 1.03
2.5 1.04
31. 31
(4) Calculate the equivalent particle diameter by using the following
formula:
D=K
L__
t
Where t is in minutes,and D is given in mm.
(5) Determine the temperature correction CT from Table3.
(6) Determine correction factor“a”from Table4 using Gs.
(7) Calculate correc tedhydrometer reading as follows:
Rc=RACTUAL-zerocorrection+CT
(8) Calculate per-cent finer as follows:
P=
Rc×a
×100
ws
Where WS is the weight of the soil sample in grams.
(9) Adjusted per-cent fines as follows
P =P xF 200x100
A
F200= % finer of 200 sieve as a percent
32. 32
(10) Plot the grain size curve D versus the adjusted percent finer on the
semi-logarithmic sheet.
HYDROMETER ANALYSIS
Specific Gravity of Solids:2.23
Dispersing Agent: Sodium Hexametaphosphate
Weight of Soil Sample: 34. 0 gm
Zero Correction: 0
Table 2-5Hydrometer Observation
Tim
e
Actual
readin
g
Coperative
Correction
L from
table 1
Rh
Readi
ng
K from
table 2
D in
mm
Ct
from
table
3
a from
table 4 Rc
% Finer
P
0.5
min 0
0
0 0 0.0143 0
+2
1.093 0 0
1
min 0 0 0 0.0143 0 1.093 0 0
2
min 0 0 0 0.0143 0 1.093 0 0
4
min 0 0 0 0.0143 0 1.093 0 0
8
min 1.027 9.2 27 0.0143 0.0153 1.093 29 93%
15
min 1.027 9.2 27 0.0143 0.011 1.093 29 93%
30
min 1.027 9.2 27 0.0143 0.0079 1.093 29 93%
1 hr 1.026 9.4 26 0.0143 0.0056 1.093 28 90%
2 hr 1.026 9.4 26 0.0143 0.004 1.093 28 90%
4 hr 1.026 9.4 26 0.0143 0.0028 1.093 28 90%
8 hr 1.026 9.4 26 0.0143 0.002 1.093 28 90%
12
hr 1.026 9.4 26 0.0143 0.0016 1.093 28 90%
24
hr 1.026 9.4 26 0.0143 0.0011 1.093 28 90%
33. 33
3. ATTERBERG LIMITS
The Atterberg limits are a basic measure of the critical water contents of a fine-grained soil,
such as its shrinkage limit, plastic limit, and liquid limit. As a dry, clayey soil takes on
increasing amounts of water, it undergoes dramatic and distinct changes in behavior and
consistency. Depending on the water content of the soil, it may appear in four states: solid,
semi-solid, plastic and liquid. In each state, the consistency and behavior of a soil is different
and consequently so are its engineering properties.
PURPOSE:
This lab is performed to determine the plastic and liquid limits of a finegrained soil. The
liquid limit (LL) is arbitrarily defined as the water content, in percent, at which a pat of soil in
a standard cup and cut by a groove of standard dimensions will flow together at the base of
the groove for a distance of 13 mm (1/2in.) when subjected to 25 shocks from the cup being
dropped 10 mm in a standard liquid limit apparatus operated at a rate of two shocks per
second. The plastic limit (PL) is the water content, in percent, at which a soil can no longer
be deformed by rolling into 3.2 mm (1/8 in.) diameter threads without crumbling.
SIGNIFICANCE:
The liquid limit of a soil is the moisture content, expressed as a percentage of the weight of
the oven-dried soil, at the boundary between the liquid and plastic states of consistency. The
moisture content at this boundary is arbitrarily defined as the water content at which two
halves of a soil cake will flow together, for a distance of ½ in. (12.7 mm) along the bottom of
a groove of standard dimensions separating the two halves, when the cup of a standard liquid
34. 34
limit apparatus is dropped 25 times from a height of 0.3937 in. (10 mm) at the rate of two
drops/second.
LIQUID LIMIT
THIS PROCEDURE DETERMINES THE LIQUID LIMIT OF SOIL , DEFINED AS THE WATER
CONTENT OF A SOIL AT ARBITRARILY DETERMINE BOUNDARY BETWEEN THE LIQUID AND
PLASTIC STATES , EXPRESSED AS A PERCENTAGE OF OVEN DRIED MASS OF THE SOIL.
APPARATUS:
1. Knife,
2. Grooving tool,
3.Balance,
4.Liquid limit apparatus,
5. Drying oven,
6. Containers for moisture content determination
PREPARATION OF TEST SAMPLE
1. It is preferable that soils used for liquid limit determination be in their natural or moist
state, because drying may alter the natural characteristics of some soils. Organic soils
in particular undergo changes as a result of oven-drying or even extended air-drying.
Other soils containing clay may agglomerate, lose absorbed water which is not
Apparatus
35. 35
completely regained on rewetting, or be subject to some chemical change.
2. If it is determined that the soil is organic or fine-grained, containing no plus No. 40
(0.425 mm) material, the liquid limit shall be run on the sample in its natural state.
3. If the soil contains sand or larger size particles, provision must be made to separate
the minus No. 40 (0.425 mm) material for testing despite the possibility that drying
may alter the characteristics of some soils. The fine fraction of granular soil is
normally free of organic matter or contains a minimal amount which does not affect
the liquid and plastic limit results.
4. The soil shall be thoroughly dried in an oven at a temperature not exceeding 230º 9 º
F (110º5 º C). The pulverizing apparatus and the No. 40 (0.425 mm) sieve shall then
be utilized for separation of the minus No. 40 (0.425 mm) fraction. Care should be
exercised to insure that the pulverizing apparatus does not reduce the natural size of
the individual grains. If the sample contains brittle particles, the pulverizing operation
shall be done carefully and with just enough pressure to free the finer material
adhering to the coarser particles. The ground soil shall then be separated into two
fractions by means of the No. 40 (0.425 mm) sieve. The plus No. 40 (0.425 mm)
component shall be reground as before. When repeated grinding produces only a
minimal quantity of minus No. 40 (0.425 mm) soil, the material retained on the No.
40 (0.425 mm) sieve shall be discarded and further pulverization
of this fraction should be suspended.
5. The material passing the No. 40 (0.425 mm) sieve obtained from the grinding and
sieving operations described above shall be thoroughly mixed together and set aside
for use in performing the physical tests. Approximately 0.3 lb. (150 g) would
generally suffice for the liquid limit test.
ADJUSTMENT OF MECHANICAL DEVICE
1. Inspect the liquid limit device to determine that it is in proper adjustment prior to
each use, each day. Check the drop of the brass cup. See that the pin connecting
the cup is not worn excessively to permit side play, that the screws connecting the
cup to the hanger arm are tight, and that a groove has not been worn in the cup
through long usage. Inspect the grooving tool to determine the critical
dimensions.Replace grooving tool tips that become worn. Replace cup when it
becomes grooved by wear from the grooving tool.
2. By means of the gauge on the handle of the grooving tool and the adjustment plate
H, Figure 1, adjust the height to which the cup C is lifted so that the point on the
cup that comes in contact with the base is exactly 0.3937 in. (10 mm) above the
36. 36
base. Secure the adjustment plate H by tightening the screws, I. With the gauge
still in place, check the adjustment by revolving the crank rapidly several times. If
the adjustment is correct, a slight ringing sound will be heard when the cam
strikes the cam follower. If the cup is raised off the gauge or no sound is heard,
further adjustments are required.
PROCEDURE
1. If the soil is organic or fine-grained containing no plus No. 40 (0.425 mm)
material, and is in its natural state, proceed without adding water. Chopping,
stirring and kneading may be necessary to attain a uniform consistency.
2. The soil sample prepared in an evaporating dish, covered, and cured, and then
thoroughly mixed with the addition of distilled, demineralized or tap water by
alternately and repeatedly stirring, cutting and kneading with a spatula. If needed,
further additions of water shall be made in increments of 1 to 3 mL; each
increment of water shall be thoroughly mixed with the soil. The cup of the liquid
limit device should not be used for mixing soil and water. Add sufficient water to
produce a consistency that will require 25 to 35 drops of the cup to cause closure.
3. A sufficient quantity of the soil mixture obtained shall be placed in the cup above
the spot where the cup rests on the base and shall then be squeezed and spread
into the position,with as few strokes of the spatula as possible. Care should be
taken to prevent the entrapment of air bubbles within the mass. With the spatula,
level the soil and at the same time trim it to a depth of 0.3937 in. (10 mm) at the
point of maximum thickness. Return the excess soil to the evaporating dish.
The soil in the cup shall be divided equally by a firm stroke of the grooving tool
along the diameter through the centre line of the cam follower so that a clean,
sharp groove of the proper dimensions will be formed. To avoid tearing of the
sides of the groove or slipping of the soil cake on the cup, up to six strokes, from
front to back, or from back to front counting as one stroke, shall be permitted.
The depth of the groove should be increased with each stroke and only the last
stroke should scrape the bottom of the cup.
4. Lift and drop the cup by turning the crank, F, at the rate of 2 rps, until the two
halves of the sample flow together and come in contact at the bottom of the
groove along a distance of ½ in. (12.7 mm). Record the number of drops (blows)
required to close the groove this distance. A valid test is one in which 15 to 35
blows are required to close the groove.
5. The foregoing operations shall be repeated for at least two different
determinations on the soil sample to which sufficient water has been added (see
37. 37
6.8 for wet natural soil) to change the soil to a fluid state, and then a more fluid
state. The object of this procedure is to obtain samples of such consistency that at
least one determination will be made in each of the following range of drops: 25-
35, 20-30, 15-25, so the range in the three determinations is at least 10 drops. The
number of drops required to close the groove should be above and below 25.
6. The test shall proceed from the drier to the wetter condition of the soil. However,
when the soil in its natural state (see 6.1) is of such consistency that closure
occurs at less than 25 drops (sample wet), the process must be reversed so as to
obtain determinations in each of the aforementioned range of drops .Drying of the
soil shall be accomplished by a combination of air-drying and manipulation by
kneading. In no case shall dried soil be added to the natural soil being tested.
7. Oven-dry all the soil samples in the tared, uncovered containers to constant
weight at 230 º 9 º F (110º 5º C), place samples in a desiccator (1) and allow to
cool. Replace the covers on the containers, and weigh before hygroscopic
moisture can be absorbed. Weigh (2) to the nearest 0.01 g and record. The loss in
weight of the soil in each tare, due to drying, is recorded as the weight of water.
38. 38
CALCULATIONS
Moisture Content =Weight of Water x 100
Weight of Water
Where:
W = Percent water content
A = Mass of wet sample + tare, g
B = Mass of dry sample + tare, g
C = Mass of tare, g
LIQUID LIMIT DETERMINATION
The moisture content corresponding to the intersection of the flow curve with the 25 blow
ordinate is the liquid limit of the soil.
39. 39
Table 3-1 Liquid Limit Observation
Test data
Test repetitions
1 2 3 4 5 6
Row -1
Weight of can
(gm)
14 13.41 12.56 57.05 58.05 14
Row -2
Weight of wet
soil + can (gm)
38.97 47.17 50.31 89.29 92.89 48.12
Row -3
Weight of dry
soil + can (gm)
28.38 32.33 33.61 74.85 77.16 32.25
Row -4
Weight of dry
soil (gm)
(Row.3 – Row.1)
14.38 18.92 21.05 17.8 19.11 18.25
Row -5
Weight of
moisture (gm)
(Row.2 – Row.3)
10.59 14.84 16.7 14.44 15.73 15.87
Row -6
Moisture
content, m%
(Row.5 / Row.4 x 100)
73.64 78.43 79.33 81.12 82.31 86.95
Row -7
No. of blows N
40 32 29 19 17 16
41. 41
PLASTIC LIMIT
PLASTIC LIMIT IS DEFINED AS THE LOWEST MOISTURE CONTENT AND EXPRESSED AS A
PERCENTAGE OF THE WEIGHT OF THE OVEN DRIED SOIL AT WHICH THE SOIL CAN BE
ROLLED INTO THREADS ONE-EIGHTH INCH IN DIAMETER WITHOUT THE SOIL BREAKING
INTO PIECES.
Mathematically:
Calculate the moisture content of each soil sample expressed as a percentage of the
weight of the oven-dry soil, as follows:
Mass of water: W = A + B
Plastic Limit (%): PL(%) = 100[W/(B-C)]
Where:
A = Mass of wet soil + tare, g
B = Mass of dry soil + tare, g
C = Mass of tare, g
PROCEDURE
1. Take about 20-g of sample passing 0.425mm sieve, make a paste
2. Take 8-g of sample and deform it into ellipsoidal shaped mass.
3. Now roll the mass into a thread of uniform diameter throughout its length
42. 42
4. When the diameter of the thread becomes less than 3-mm. break the thread, and repeat
last step again.
5. Continue performing step-3 until thread crumbles without reaching the Diameter of 3-
mm.
6. Plasticity Index = Liquid Limit – Plastic Limit
Table 4-1Plastic Limit Observation
Column-
1
Column-2 Column-3 Column-4 Column-5 Column-6
Weight
of can
(gm)
Weight of
wet soil
thread +
can (gm)
Weight of
dry soil
thread + can
(gm)
Weight of
dry soil
(col.3 –
col.1)
(gm)
Weight of
moisture
(col.2 – col.3)
(gm)
Moisture
content,
m%
(col.5/col.4)*
100
14 22 20 6 2 33.3
43. 43
PLASTICITY INDEX
The plasticity index (PI) is a measure of the plasticity of a soil. The plasticity index is the size
of the range of water contents where the soil exhibits plastic properties. The PI is the
difference between the liquid limit and the plastic limit (PI = LL-PL). Soils with a high PI
tend to be clay, those with a lower PI tend to be silt, and those with a PI of 0 (non-plastic)
tend to have little or no silt or clay.
PI and their meanings
(0-3)- Nonplastic
(3-15) - Slightly plastic
(15-30) - Medium plastic
>30 - Highly plastic
Plastic Limit =__Weight of water______ x 100
Weight of oven dry soil
=_2_ x 100 = 33.3
6
Plasticity Index = Liquid Limit – Plastic Limit
= 80.44-33.33
= 47.14
44. 44
4. SPECIFIC GRAVITY TEST
THIS TEST IS PERFORMED TO DETERMINE THE SPECIFIC GRAVITY OF SOIL BY USING A
PYCNOMETER. SPECIFIC GRAVITY IS THE RATIO OF THE MASS OF UNIT VOLUME OF SOIL AT
A STATED TEMPERATURE TO THE MASS OF THE SAME VOLUME OF GAS-FREE DISTILLED
WATER AT A STATED TEMPERATURE.
Significance
The specific gravity of a soil is used in the phase relationship of air, water, and solids
in a given volume of the soil.
Fig 5-1Pycnometer
Procedure:
1. Determine the weight of empty Pyconometer as w1.
2. Place the sample in the Pyconometer and determine the wt as w2.
3. Add distilled water to the above sample to add lavel that will cover the soil to a
maximum of about 3/4th
full in the Pyconometer.
4. Remove entrapped air.
5. Fill the Pycnometer containing the soil sample as Above with distill water to it’s
calibrated capacity. Clean the out side and dry with a clean dry cloth and determine
the weight as w3.
6. Determine the wt of Pycnometer completely filled with only the distilled water to its
calibrated capacity as w4
45. 45
CALAULATION :
Calculate the specific gravity of soil as follows
Specific gravity:
Weight Of Empty Pycnometer (W1)= 0.7 KG
WeightOfPycnometer + 1/3 Dr Dry Soil ( W2)= 1.238 Kg
WeightOfPycnometer + Soil + Water (W3)= 1.819 Kg
WeightOfPycnometer Filled With Water (W4)= 1.552 Kg
Gs =
(𝑤2−𝑤1)
(𝑤4−𝑤1)−(𝑤3−𝑤2)
=
(1.238−0.7)
(1.552−0.7)−( 1.819− 1.238)
Gs=2.23
Result and discursion:
This method gives the specific gravity of soil based on water at room temperature. When it is
desired to fined the specific gravity based on water at 4 degree C, the specific gravity may be
calculated by multiplying the specific gravity at test temperature by the relative density of
water at the testtemperature.
The specific gravity of the soil sample is 2.23.
46. 46
5. DIRECT SHEAR TESTS
THE SHEAR STRENGTH OF SOILS IS OF SPECIAL RELEVANCE AMONG GEOTECHNICAL SOIL
PROPERTIES BECAUSE IT IS ONE OF THE ESSENTIAL PARAMETERS FOR ANALYZING AND
SOLVING STABILITY PROBLEMS (CALCULATING EARTH PRESSURE, THE BEARING CAPACITY
OF FOOTINGS AND FOUNDATIONS, SLOPE STABILITY OR STABILITY OF EMBANKMENTS AND
EARTH DAMS). TRIAXIAL TESTS, DIRECT SHEAR TESTS AND TORSIONAL DIRECT SHEAR
TESTS ARE USUALLY USED TO DETERMINE THE SHEAR STRENGTH OF SOILS USING
LABORATORY TESTS.
Fig 6-1 Direct shear test
Significance:
The test is carried out on either undisturbed samples or remoulded samples. To facilitate the
remoulding purpose, a soil sample may be compacted at optimum moisture content in a
compaction mould. Then specimen for the direct shear test could be obtained using the
correct cutter provided. Alternatively, sand sample can be placed in a dry state at a required
density, in the assembled shear box.
THEORY
The strength of a soil depends of its resistance to shearing stresses. It is made up of basically
the components;
1. Frictional – due to friction between individual particles.
2. Cohesive - due to adhesion between the soil particles
47. 47
The two components are combined in Colulomb’s shear strength equation,
τf = c + σf tan ø
Where τf = shearing resistance of soil at failure
c = apparent cohesion of soil
σf = total normal stress on failure plane
ø = angle of shearing resistance of soil (angle of internal friction)
This equation can also be written in terms of effective stresses.
τf = c’ + σ’f tan ø’
Where c’ = apparent cohesion of soil in terms of effective stresses
σ'f = effective normal stress on failure plane
ø’ = angle of shearing resistance of soil in terms of effective stresses
σ'f = σf - uf
uf= pore water pressure on failure plane
Fig 6-2 Fig 6-3
48. 48
Fig 6-4 Fig6-5
Fig6-6 Fig 6-7
PROCEDURE
1. Assemble the shear box.
2. Compact the soil sample in mould after bringing it to optimum moisture condition.
3. Carefully transfer the sample into shear box.
4. Place the loading plate on top of the upper porous plate. After recording the weight of
the loading carrier place it is on the loading cap.
49. 49
5. Position all dial gauges and set the readings to zero. Remove the alignment screws
which hold two halves of the shear box together.
6. Tighten the remaining, two diagonally opposite screws, until there is a small gap
between upper and lower boxes to reduce the frictional force.
7. Apply the desired normal load. If there is any vertical displacement, wait till the dial
gauges indicate a constant reading and then reset the dial gauge to zero.
8. Check that screws have been removed and then start the motor to produce the desired
constant rate of shearing.
9. Take readings of,
a) Shear load from the proving ring
b) Shear displacement (i.e. Horizontal displacement)
c) Vertical displacement at every 10 division increment in horizontal dial gauge
10. Stop the test when the shear load starts to reduce or remains constant for at least three
readings.
11. Remove the soil and repeat the procedure with different normal loads at least for
another two samples
COMPUTATION
Plot the graph of shear strength Vs normal stress for the three specimens and calculate the
shear strength parameters for the soil.
CALCULATION
Shear box dimensions = 60mm X 60 mm
Weight of shear box without sand W1 =110 gm
Weight of shear box with clay W2 =237 gm
Weight of the soil sample, W = W2-W1=127 gm
Dry Density of Soil sample, γd = W/V = 1.76*10^-3
01 div. of horizontal dial gauge reading = 0.02 mm
50. 50
Table-6 Direct Shear Test Tabulation
S.NO. Normal Stress (б)
(Kg/cm2
)
Dial Gauge Reading Shear Load
(in Kg)
Shear Stress (Kg/cm2
)
1 0.2/36 = 0.005 22 22 x 0.25 = 5.5 5.5/36 = 0.152
2 0.4/36 = 0.011 64 64 x 0.25 = 16 16/36 = 0.44
3 0.6/36 = 0.016 78 78 x 0.25 = 19.5 19.5/36 = 0.54
4 0.8/36 = 0.022 84 84 x 0.25 = 21 21/36 = 0.58
5 1/36 = 0.0027 140 140 x 0.25 = 35 35/36 = 0.97
Graph 6-1 Normal Stress Vs Shear Stress
Result:
Shear Strength Parameter for soil used in this test
Cohesion (c) = 15.69 kN/m2
0
0.2
0.4
0.6
0.8
1
1.2
0 0.005 0.01 0.015 0.02 0.025 0.03
S
h
e
a
r
S
t
r
e
s
s
Normal Stress
Series1
Linear (Series1)
51. 51
6. Unconfined CompressionTest
TO DETERMINE THE UNCONFINED COMPRESSIVE STRENGTH (QU) OF THE SOIL.
Significance
For soils, the undrained shear strength (su) is necessary for the determination of the bearing
capacity of foundations, dams, etc. The undrained shear strength (su) of clays is commonly
determined from an unconfined compression test. The undrained shear strength (su) of a
cohesive soil is equal to one-half the unconfined compressive strength (qu) when the soil is
under the f = 0 condition (f = the angle of internal friction). The most critical condition for
the soil usually occurs immediately after construction, which represents undrained conditions,
when the undrained shear strength is basically equal to the cohesion (c).
Purpose
The primary purpose of this test is to determine the unconfined compressive strength, which
is then used to calculate the unconsolidated undrained shear strength of the clay under
unconfined conditions. According to the ASTM standard.the unconfined compressive
strength (qu) is defined as the compressive stress at which an unconfined cylindrical
specimen of soil will fail in a simple compression test. In addition, in this test method, the
unconfined compressive strength is taken as the maximum load attained per unit area, or the
load per unit area at 15% axial strain, whichever occurs first during the performance of a test.
Equipment:
1. Compression device
2. Load and deformation dial gauges,
3. Sample trimming equipment,
4. Balance,
5. Moisture can.
Test Procedure
1. Extrude the soil sample from Shelby tube sampler. Cut a soil specimen so that the
ratio (L/d) is approximately between 2 and 2.5. Where L and d are the length and
diameter of soil specimen, respectively.
2.
and then make the same measurements on the bottom of the specimen. Average the
measurements and record the average as the diameter on the data sheet.
3.
average the measurements and record the average as the length on the data sheet.
52. 52
4. Weigh the sample and record the mass on the data sheet.
5. Calculate the deformation (L) corresponding to 15% strain
Where L0 = Original specimen length (as measured in step 3).
6. Carefully place the specimen in the compression device and center it on the bottom
plate. Adjust the device so that the upper plate just makes contact with the specimen
and set the load and deformation dials to zero.
7. Apply the load so that the device produces an axial strain at a rate of 0.5% to 2.0% per
minute, and then record the load and deformation dial readings on the data sheet at
every 20 to 50 divisions on deformation the dial.
8. Keep applying the load until (1) the load (load dial) decreases on the specimen
significantly, (2) the load holds constant for at least four deformation dial readings, or
(3) the deformation is significantly past the 15% strain that was determined in step 5.
9. Draw a sketch to depict the sample failure.
10. Remove the sample from the compression device and obtain a sample for water
content determination.
Test Data Sheet
Diameter (d) = 7.29 cm
Length (L0) = 14.78 cm
Mass = 1221.4 g
Area (A0) =
𝑃
4
𝑥 7.29 = 41.74 cm2
Volume =
𝑃
4
𝑥 7.29𝑥14.78 cm3
=616.9 cm3
55. 55
CONCLUSION
The Ariyalur clay (cretaceous clay) deposit was investigated and the test results have been
presented in the paper, focusing mainly on characteristics of soil. A lot of interesting facts
have been found through the present investigation.
1. The co-efficient of uniformity, CU= 7.14, and the co-efficient of curvature (Cc) is
found to be 0.41
2. The specific gravity of the clay Gs= 2.23
From the above findings, it may be said that consolidation characteristics for the cretaceous
clay are quite usual compare to other similar clay deposits, apart from its low co-efficient of
curvature.The compressive strength and the workability of the formed samples are influenced
by the proportions and properties of components of, reaction mixture.
A major decline in the cretaceous content was found by several analytical techniques.
However it was not possible to obtain the quantitative measurement for the amount of
cretaceous remaining. The purpose of this study was to compare the chemical mineralogical,
morphological and reactivity characteristics of cretaceous clay. The source was treated by
different techniques, and was studied in parallel; the following conclusion can be drawn:
1. The study of the graph of sieve analysis shows that, grain size distribution, was poorly
graded.
2. The hydrometer analysis was done, for getting the proper curve of grain size vs
percentage passing, having grain size less than .075 and greater than .002mm
3. The normal stress vs shear stress graph was plotted for getting the result of direct
shear at optimum moisture content in a compaction mould.
4. A simple step wise procedure has been suggested for the characterization of
engineering property of Ariyalur clay (Cretaceous clay) and this procedure is useful in
term of engineering and economics.
56. 56
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