THEORY The physical state of a ne-grained soil at particular water content is known as consistency. Consistency or plasticity refers to the relative ease at which a soil can be deformed via rolling and molding without breaking apart. Depending on its water content, a soil may exist in liuid, plastic, semi-solid or solid state. ! "wedish agriculturist, !tterbeg #$%%$& set arbitrary limits for these divisions in terms of water content. 'iuid limit is dened as the water content at which soil, cut by a groove of standard dimensions, will (ow together for a distance of $).*mm #$+)& under an impact of ) blows in a standard liuid device #!"TD /$0%0,)111&. 2lastic limit is dened as the water content at which a silt or clay will 3ust begin to crumble when rolled into a thread approximately /.)mm #$+0 in& in diameter #!"TD /$0-%0, )111&. "hrinkage limit is dened as the water at which any further reduction in water content will not result in a decrease in volume of the soil mass #!"TD )*-%0 or D %/-%, )111&
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INTRODUCTION
The purpose of this report is to analyse tests performed in the laboratory to establish the !tterberg 'imits of various soil samples. The !tterberg limits can be used to distinguish the soil between silt and clay, in multiple categories, as well as the boundaries between each states of soil #solid, semi-solid, plastic, and liuid& and thereby the change in the soil4s behaviour. The standardi5ed method for performing these tests. The ob3ective of this test is to derive the 2lastic and 'iuid 'imit from the results and thereby classify the composition of the soil. 6y varying the composition of various soil samples, the e7ect that the composition has on the !tterberg 'imits could be determined as well. 8nderstanding the plasticity of the soil is of vital importance, as in any pro3ect, plasticity will a7ect the workability and shear strength of the soil. 'iuid limit is an empirically established moisture content at which a soil passes from liuid state to the plastic state, while plastic limit is a moisture content at which a soil passes from plastic to semi-solid state. "ometimes it is also referred as !tterberg limits. The presence of water in ne-grained soils can signicantly a7ect associated engineering behaviour, so to clarify the e7ects, a reference index.The liuid limit of a soil is the moisture content, expressed as a percentage of the mass of the oven-dried soil, at the boundary between the liuid and plastic states The moisture content at this boundary is arbitrari$y dened as the liuid limit and is the moisture content at a consistency as determined by means of the standard liuid limit apparatus.
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'iuid limit and 2lastic limit is established. 6oth of the parameters provide a means of classifying a soil. The plasticity of soils is determined by using relatively simple remoulded strength tests. The plastic limit is the moisture content of the soil under test when remoulded and rolled between the tips of the ngers and a glass plate such that longitudinal and transverse cracks appear at a rolled diameter of /mm. !t this point the soil has a sti7 consistency. The liuid limit of a soil can be determined using the Cone 2enetrometer or the Casagrande apparatus 9n the 2enetrometer test, the liuid limit of the soil is the moisture content at which an01g, /11 cone sinks exactly )1 mm into a cup of remoulded soil in a s period. !t this moisture content the soil will be very soft. :hen determining the liuid limit with the Casagrande apparatus, the base of the cup is lled with soil and a rove is then made through the soil to the base of the cup.
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INTRODUCTION The purpose of this report is to analyse tests performed in the laboratory to establish the !tterberg 'imits of various soil samples. The !tterberg limits can be used to distinguish the soil between silt and clay, in multiple categories, as well as the boundaries between each states of soil #solid, semi-solid, plastic, and liuid& and thereby the change in the soil4s behaviour. The standardi5ed method for performing these tests. The ob3ective of this test is to derive the 2lastic and 'iuid 'imit from the results and thereby classify the composition of the soil. 6y varying the composition of various soil samples, the e7ect that the composition has on the !tterberg 'imits could be determined as well. 8nderstanding the plasticity of the soil is of vital importance, as in any pro3ect, plastic ity will a7 ect the wor kability and shear str ength ofthe soil 'iuid limit is an empirically established moisture content at which a soil passes from liuid state to the plastic state, while plastic limit is a moisture content at which a soil passes from plastic to semi-solid state. "ometimes it is also referred as !tterberg limits. The presence of water in ne-grained soils can signicantly a7ect associated engineering behaviour, so to clarify the e7ects, a reference index .The liuid limit of a soil is the moisture content, expressed as a percentage of the mass of the oven-dried soil, at the boundary between the liuid and plastic states The moisture content at this boundary is arbitrari$y dened as the liuid limit and is the moisture content at a consistency as determined by means of the standard liuid limit apparatus. 'iuid limit and 2lastic limit is established. 6oth of the parameters provide a means of classifying a soil. The plasticity of soils is determined by using relatively simple remoulded strengt h tests.The plastic limit is the moisture content of the soil under test
when remoulded and rolled between the tips of the ngers and a glass plate such that longitudinal and transverse cracks appear at a rolled diameter of /mm. !t this point the soil has a sti7 consistency. The liuid limit of a soil can be determined using the Cone 2enetrometer or the Casagrande apparatus 9n the 2enetrometer test, the liuid limit of the soil is the moisture content at which an01g, /11 cone sinks exactly )1 mm into a cup of remoulded soil in a s period. !t this moisture content the soil will be very soft. :hen determining the liuid limit with the Casagrande apparatus, the base of the cup is lled with soil and a rove is then made through the soil to the base of the cup. The apparatus is arranged to allow the metal cup to be raised repeatedly $1mm and dropped freely on to its rubber base at a constant rate of two drops per second. The liuid limit is the moisture content of a soil when ) blows cause $/mm of closure of the groove at the base of the cup. The liuid limit is generally determined by mixing soils to consistencies 3ust wet and dry of the liuid limit and determining the liuid limit moisture content by interpolation between four points part
OBJECTIVE $. To nd the water content corresponding to the behavior change between the liuid and plastic state of silt and clay. ). To nd the water content corresponding to the behavior change between the plastic and semisolid states of a silt and clay. /. To determine liuid limit of soil using Casagrande liuid limit apparatus
APPARATUS AND MATERIAL The apparatus and material needed for this experiment are clay soil, containers, wash bottle with distilled water, glass plate, drying oven, palette knife, cone penetrometer ; brass cup and Casagrande liuid limit apparatus and grooving tools.
PROCEDURE A) Cone Penetration test (Liqi! Li"it Test)# $. "ample of 11 g which passed the )u m test siev e was used for test. ). The soil was tran sferred to the (at glas s plate. The dist illed water was added and mixed thoroughly by using palettes knives. /. 9f necessary add more distill water so that the r st cone penetration reading is about $mm. . The portion of the mixed soi l was pushed into the cub by
using
palette knife taking care not to trap air. .
=
0. The di7erence between the beginning and end of the drop cone penetration has been recorded. %. 'ift out the cone and clean it carefully to avoid scratching. $1. The distilled water was added in a cub. ake sure the di7erence between $st and )nd penetration reading is less than 1.mm. $$. The moisture content sample was taken about $1g from the penetrate area by the cone. $). $/.
"tepreading ) to $) of at the least / is repeated. The liuid limit should be around $ to /1mm.
B) Casa$ran!e test (Liqi! %i"it test)# $. The apparatus was cleaned and the height of drop of cup was ad3usted by using ad3ustment screws. ). !bout $1g of soil sample was taken where passing thought 1.)mm sieve. /. >orm uniform paste of the soil sample by mixing it with dist illed water on glass plate. 'eave the soil paste for some time to let the water permeate thoroughly. . The half of cup was ll ed with of soil pas te and mak e sure sur face level using spatula. . Cup a ?@4 shape groove #)mm wide at bottom, $$mm at top and mm deep& along cup diameter using grooving tool. =. Turn the handle of the apparatus at the rate ) revolutions per second. Count the number of blows reuired to cause the groove to close along a distance of about $1mm. *. Collect a soil sample for w ater content determination by mixing the spatula from one edge to the other edge of the soil cake at right angles to the groove. The weight of sample will be recorded and keep it in oven.
*
0. The remaining soil will be removed from the cup. Change the consistency #water content& of the mix either by adding some water or leaving the soil paste to dry. %. The step #/& will be repeated about four times. The soil paste in this repetition should be of such a consistency that numbers of revolution #drop& to close the groove are A$1. #9t is always better to from to the wetter of the soil&. $1.proceed >inally, the drier weight of dry soil condition will be recorded after kept in oven for ) hour.
C) P%asti& Li"it Test# $. !bout )1g of soil paste was taken and placed on the mixing plate. ). !llow the soil to dry partially on the plate unti l it becomes plastic enough to be shaped it into a ball. /. The soil will be moulded between the ngers and rolled it between the palms of the hand until the heat of the hands has dried. The soil suBcient for slight cracks will appears on its surface. . The soil was div ided int o two sub sample of about $1g each and carry out a separated determination on each portion. . ould the soil in the ngers to eu ali5e the distribution of moisture, then form the soil into the tread about =mm diameter between rst nger and thumb of each hand. =. olled the tread to reduce to about /mm in to $1 com plete, forward and backward movement of the hand.
0
*. ould it between the ngers to dry it furth er. The rst cru mbling point is the plastic limit. 0. The container was replaced. The moisture content of soil in container will be determined.
DATA AND ANALYSIS CONE PENETRATION TEST (LI'UID LIMIT TEST)#
%
Container
I no. P%as Coneti& Li"it $=.%
$
Liqi!
)
/
Li"it )*.) P%asti&it* In!e+ $1.)
() () 1 $*.1 () 2enetrati Jumber $/. Soi% CLAY LO- PLASTICITY on #mm& C%assi,&atio ass of
/$.1
n container #g& ass
)$.*
)$.*%
$%.0)
)
/).1
/.1$
.00
/
/1.)$
/).)$
1.1%
).
%$).01
.*%
0.*
$1.)
)1.)*
).0=
)=.0*
)0.=
of
container E
$
wet
soil #g& ass of container E dry soil #g& ass
of
) F
water #g& ass of
/ F
dry
soil
#g& oisture content
/
$ w + x $11H
#H& Sa"%e &a%&%ation # $. ass of water #mass of container E wet soil& F #mass of container E dry soil&
).0= H . 2lastic limit, 2' #w $ E w) E w/ &+/
CLAY LO- PLASTICITY
CASA.RANDE TEST #
it ilm c it s a l 2
Container no. ass of
)
m$
)1./
)).)*
m)
).$
)/.=
ass of container E dry m/
)/.%
)/.0
1.=
1.$=
/.$
$.)$
container #g& ass of container
n io t a n i m r e t e d
$
E
wet soil #g&
soil #g& ass of water
mw m ) - m/ #g& ass of dry soil m s m/ - m$
$$
#g& oisture
w=
× 100
)1.*
ms
content #H& Container no. Jumber
$ of
blows ass
of
$/.) )
/
%
*)
)1
m$
$%.$
$%.$
)).
)1./%
m)
).1
)*./
)*.=1
)0.$0
container E dry m/
)/.$0
).%*
)=.1
).*=
mw m ) - m/
$./)
)./0
$.
).)
ms m / - m $
/.*
.0/
/.=$
./*
/0.1
1.0
).%1
.$
ti m il container #g& ass of d i u E i container '
wet soil #g& ass n o ti a n i m r te e d
mw
of
soil #g& ass of water #g& ass of dry soil #g& oisture
w=
mw
× 100
ms
content #H&
Sa"%e &a%&%ation # I Calculation for $st sample of plastic limitG ass of water #g&, m) - m/ ).1 F )/.$0 $./) g ass of dry soil #g&, m / - m$ )/.$0 F $%.$ /.* g
oisture content #H&,
w=
mw
× 100
ms
$)
1.32
3.47
× 100
/0H 38.0 + 40.8 + 42.9+ 45.1
!verage moisture content
4
$.*H
I Calculation for $st sample of liuid limitG ass of water #g&, m) - m/ ). -)/.$ $./) g ass of dry soil #g&, m / - m$ )/.$0-$%.$ /.* g
oisture content #H&,
w=
mw
1.32
× 100
ms
3.47
× 100
/0H 2lasticity index, 29 '' F 2' F $=.% )*.1H
$/
DISCUSSION 6ased on the plastic limit test, the result of the moisture content from sample $ is )1.*H while the value for sample ) is $/.)H. !s we can see, the value of moisture content from sample $ is greater than sample ). This is because, during the experiment the sample ) was over rolled less than /mm which it a7ect the moisture content of soil. Kther than that, by using hand when mixing causes some of water absorbed by our hand. >urthermore, the soil didn4t mix properly where causing the soil to be non-uniform soil besides, doesn4t maintain a uniform rolling pressure throughout. 6esides that, by using the plasticity index and liuid limit data, the soils will be classied by using the 2lasticity Chart / >rom our test, the soil classication for Casagrande
Test
is
C'!L
9JT<
2'!"T9C9TL
while for Cone
2enetration Test is C'!L 'K: 2'!"T9C9TL. The di7erence of plasticity is due to the amount of water added during experiment. 9t can be observed that when the soil in cohesion condition, it means the soil is high plasticity. There are several precaution to take during the experiment such as cleaned the dish properly before the measurement are taken, make sure the penetration cone fall freely when release. Kther than that, ensure the cone is dry and clean from the soil in other to achieve the accurate result. 'ast but not least, make sure that machineries are in good condition before used. The data will be used in other to construct the building especially for design the types of foundation, dam, tunnel and drainage system. 9t also helps the geotechnical engineer determine the strength of soil at construction site.
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CONCLUSION 9n conclusion, we already analysis and calculate the moisture content of soil for 2lastic 'imit Test, Cone 2enetration Test and Casagrande Test. The value of moisture content will be used to determine the value of liuid limit and plasticity index where it used to determine the soil classication. :e exposed ourselves with the technology used in this test and how to conduct the machineries. Mence, we already satisfy the ob3ective for this three experiment which to nd the water content corresponding to the behavior change between the liuid and plastic state of silt or clay and change between the plastic and semisolid state of a silts or clay. 6esides that, we also achieve the others ob3ective which to determine liuid limit of soil using Casagrande liuid limit apparatus.
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RE0ERENCE
httpG++civilblog.org+)1$+1/+1*+liuid-limit-of-soil+ httpG++www.uic.edu+classes+cemm+cemmlab+)1*-!tterbergH)1'imits Das, 6. . #)11=&. 2rinciples of geotechnical engineering. "tamford,CTG Thomson 'earning College. 'al . #)111&.
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APPENDICES
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