Lab Manual Cover oF GT_030410063144_1-1.docx

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A I S O N I GROUP OF OF INSTITUTIONS

NAGPUR AMRAVATI AKOLA PUNE JALGAON RAIPUR AHMADNAGAR LONDON

LABORATORY MANUAL

THIRD SEMESTER B.E. CIVIL

GEOTECHNICAL ENGINEERING-I

DEPARTMENT OF CIVIL ENGINEERING

Geotechnical Engineering- I

G.H. Raisoni College of EngineeringHingna Road Digdo! Hills Nag"#r $ %&






G.H. Raisoni College of Engineering

Digdoh Hills, Hingna Road, Nagp!"#$

D

e pa rtm e

n tof

Civil Engineering

S%&'()* GEOTE+HNI+AL ENGINEERING" IPRA+TI+AL-

INDE.


SR/

NO/ PARTI+ULARS

PAGE

NO/

1 Water Content Determination 1

2 Specific Gravity of Soil 5

3 Grain Size Analyi- !echanical metho" #

$ %i&'i" %imit( )latic %imit of Soil 13

5 Shrin*age %imit of Soil 1+

, )ermeaility of Soil 2$

. Init' Denity of Soil 31

# Compaction /et 3#

+ 0nconfine" Compreive Strength of Soil $2

1 Direct Shear /et $#

11 /riaial Shear /et St'"y Eperiment4 5$



Department of Civil Engineering

GEOTE+HNI+AL ENGINEERING LA0ORATOR1

LISTS OF E.PERIMENTS


SR/ NO/ NAME OF E.PERIMENT

1 Determination of the moisture content of soil

2Determination of the specic gravity of the soil usingpycnometer

3 Grain size distribution of the soils by Sieve analysis

$Determination of liquid limit, plastic limit of the soil

5Determination of Shrinkage limit of soil

,Determination of coecient of permeability of the soil by

a) onstant head method b) !alling head method

.

Determination of eld density of soils by a) ore cutter method b) Sand replacement method

#Determination of optimum moisture content andma"imum dry density of the soil by proctor test

+ Determination of unconned compressive strength of thecohesive soil

1Determination of shear strength parameters of the soil bydirect shear test

11 Study of #ria"ial shear test apparatus

12 Study of S$ell test apparatus



EXPERIMENT NO. 1

WATER CONTENT DETERMINATION

Aim: #o determine the moisture content %$ater content) of a given soil sample&

Theor an! a""li#a$ions:' soil is an aggregate of soil particles having a porous structure& #he pores

may have $ater and(or air& #he pores are also kno$n as voids& f voids are fully lled




$ith $ater& #he soil is called saturated soil and if voids have only air, the soil is calleddry&

*oisture content is dened as the ratio of the mass($eight of $ater to themass($eight of soil solids

W% W + Ws

here, + $ater content$ + eight( mass of $aters + eight( mass of soil solids

%mass of oven dry soil) #he mass of $ater used in the above e"pression is the mass of free pore $ater

only& -ence for moisture content determination the soil samples are dried to thetemperature at $hich only pore $ater is evaporated& #his temperature $asstandardized ./0/ to ..// & Soils having gypsum are dried at 1// to 2// &

#he quantity of soil sample needed for the determination of moisture contentdepends on the gradation and the ma"imum size of particles& !ollo$ing quantitiesare recommended&

S3 Soil*a"& quantity used

%gm)/. oarse gravel ./// to 4////4 !ine gravel 5// to 0///5 oarse sand 4///6 *edium sand 0//0 !ine sand 40/1 Silt and clays ./ to 40

#he methods to determine moisture content in the laboratory are oven7drying,pycnometer, infrared lamp $ith torsion balance moisture meter& #he appro"imatemethods are alcohol burning method and calcium carbide method&

A""li#a$ions:

*oisture content plays an important role in understanding the behavior of negrained soils& t is the moisture content $hich changes the soils from liquid state toplastic and solid states& ts value controls the shear strength and compressibility of soils& ompaction of soils in the eld is also controlled by the quantity of $aterpresent& Densities of soils are directly in8uenced by its value and are used in

calculating the Stability of slopes, bearing capacity of soils7foundation system, earthpressure behind the retaining $alls and pressure due to overburden& #he kno$ledge of determining the moisture content is helpful in many of the

laboratory tests such as 'tterberg9s limits, shears strength compaction andconsolidation&

#his e"periment may be performed by t$o di:erent methods&

'& ;ven drying method<& #orsion balance moisture content




#2234536-

3653#-

37

3s38 8 8

A & O'EN DR(ING METHOD

A""ara$)s General

.& ontainers %non corrodible, air7tight)4& <alance %accuracy /&/6 percent of the $eight of the soil taken for test)&5& ;ven %interior of non7corroding material, thermostatically controlled)&

6& Desiccators&0& #ongs %one pair)&Pro#e!)re

.& lean, dry and $eigh the container $ith lid&4& #ake the required quantity of the soil specimen in the container and $eigh $ith lid&5& *aintain the temperature of the oven bet$een ./0/ to ..// for normal soilsand

1// to 2// for soils having loosely bound hydration $ater or(and ;rganicmatter&6& Dry the sample in the oven till its mass becomes constant& n normal conditions

thesample is kept in the oven for not more than 46 hours&0& 'fter drying remove the container from the oven, replace the lid and cool in the

desiccators&1& eigh the dry soil in the container $ith lid&

Pre#a)$ions.& #he soil specimen should be loosely placed in the container&4& ;ver heating should be avoided&5& Dry soil sample should not be left in open before $eighing&

O*ser+a$ions an! Cal#)la$ions #he moisture content is calculated as follo$s=

here W1 + mass of container $ith lid W, + mass of container $ith lid > $et soil W- + mass of container $ith lid > dry soil

& TOR/ION A0ANCE MOI/TRE METER METHODA""ara$)s:&

Special.& #orsion balance moisture meter %/7.//? $ith infrared lamp)4& #ong

Pro#e!)re:&.& Set the .//? scale division of the calibrated drum to align $ith the inde" mark $ith the help of drum drive knob&




4& ith pan placed on the pivot@ check that the Aointer is aligned $ith the inde"line B the .//? scale division& f not set the pointer $ith the help of initial settingknob&5& Cotate the drum drive knob anti7clock$ise and bring the /? scale division in line $ith the inde" mark, thus presenting the $ire through an amount mark, thus

prestressing the $ire through an amount equal to .//?& %#his pre7set the

amount ofunbalance& #he pointer $ill no$ be above the inde" mark)

6& Caise the lamp housing and carefully distribute the test material evenly on the sample pan until the pointer return to the inde" mark& %'ppro"imately 0 grams of the

material $ill be needed in one operation)&0& o$er the lamp housing and s$itch on the infra7red lamp $ith the help of the s$itch provided on the left hand side& nsert the thermometer in its socket

and bracket& 'dEust the Farian control knob bet$een 0 and .// on the scale if itis desired that the temperature of drying should be around ..// & #he sample$ill

no$ begin to loose moisture and the pointer $ill rise above the inde"&1& #o determine the percentage reduction of $eight at any instant, rotate the drum scale by turning the drum drive knob until the pointer returns to the inde"& Ceadthe

percentage directly from the scale& #he percent moisture $hich is read from thescale is the percent moisture based upon the initial $eight of the sample i&e& the

$et$eight of the sample&

H& #he criterion for taking the nal the reading is that the pointer should remainsteady

on the inde" mark $hich sho$s that the sample has dried to constant $eight&3ote

the drum scale reading against the pointer $hich is the percent moisture on thetotal

$eight taken& Cemove the thermometer from its bracket&2& !or repeating the test use the spare pan so that the pan used rst, has time tocool

and can be cleaned out&& Cepeat steps . to 2 as above $ith a fresh sample&

Pre#a)$ions.& Aan should be cleaned before taking $et soil in it&

4& !or taking the nal reading, ensure that pointer should remain constant normallyin

.0 to 5/ minutes&5& #emperature should be controlled bet$een 1// to 2// for soils having gypsum or(and organic matter& 't this temperature pointer becomes constantappro"imately

in 6/ to 1/ minutes&6& nstrument should not be subEect to any Eolting&0& Do not rotate the initial setting knob unnecessarily $hich may lead to snapping&




7

9

#22"9-

#22

O*ser+a$ions an! Cal#)la$ions.& Cead the percentage directly from the scale on the drum& #his is the moisture ontent based on the $et mass of the soil&4& alculation the moisture content of the soil $ith respect to dry mass of the soil&

here $ + moisture content based on dry mass %?)& m + moisture content based on $et $eight

O+en Dring2 Me$ho!

O*ser+a$ion Ta*le an! Cal#)la$ions

Soil Sample 3o&= Date= TA0E 1

/.N. De$ermina$ion No. 1 , -31 ontainer 3o&3, *ass of container $ith lid& .%gm)3- *ass of container $ith lid > $et soil,4

%gm)34 *ass of container $ith lid > dry soil,5

%gm)35 *ass of $ater, $ + 4 7 5 %gm)

36 *ass of dry soil, s + 5 7 . %gm)37 *oisture content, + 4 7 5 ( 57. "

.//, %?)

Res)l$'verage *oisture ontent, $ + IIII %?)

Diagram

Fig/ Phas' Diag!a9 o: Soil




EXPERIMENT NO. ,

SPE+IFI+ GRAVIT1 OF SOIL

Aim: #o determine the specic gravity of the soil particles passing 6&H0 mm &S&sieve using pycnometer&

Theor

Specic gravity is the ratio of the mass($eight in air of a given volume of dry soilsolids to the mass($eight of equal volume of distilled $ater at 6 / &!rom g& $e observed that,%a)Cepresent the empty pycnometer of mass +.

%b) Cepresent the pycnometer >soil grains of mass+ 4

%c) Cepresent the pycnometer > soil grains> $ater of mass+ 5

%d) Cepresents the pycnometer >$ater of mass + 6

*ass of soil grains s + 47.

*ass of equal volume of distilled $ater + %6>47. J5)

Specic gravity of soil grains + % 47 .)( %% 47 .)7% 57 6))+ % S)( % s> 67 5)

#he value of specic gravity depends upon depends upon temperature, hence itsvalue is reported at standard temperature of 4H/&

Gs %at4H/) + GS %at#t/) > KSp& gr& of $ater at #tL c 8 Sp& gr& of $ater at 4H/ M




A""li#a$ions

Specic gravity of soil grains is important property and is used in calculatingvoid ratio, porosity, degree of saturation if density and $ater content are kno$n&

Foid ratio, e + KGs%.>$$)F$ ( %Ft)M 7.here 7 e + Foid ratio

Gs + Specic gravity $ + ater content F$ + *ass density of $ater %g(cc)

Ft

+ *oist density of soil %g(cc)'nd degree of saturation,S + %Gs " (e) ".// here S + Degree of structure %?)

Gs + Specic gravity of soil grains + ater content

e + Foid ratiots value helps up to some e"tent in identication and classication of soils& t

gives an idea about the suitability of the soil as a construction material@ higher valueof specic gravity gives more strength for roads and foundations& t is used incomputing the soil particle size by means of hydrometer analysis the soil particle

size by means of hydrometer analysis& t is also used in estimating the criticalhydraulic gradient in soil $hen a sand boiling condition is being studied and in zeroair7void calculations in the compaction theory of soils&ts value ranges from as follo$s

oarse grained soils 4&174&H!ine grained soil 4&H74&2;rganic soil 4&574&0

A""ara$)sSpecialGeotechnical Engineering- I



.& Aycnometer4& 6&H0 mm %or 4 mm) &S& sieveGeneral.& Facuum pump %or hot $ater bath)4& <alance %accuracy /&. gm)5& Drying oven6& Desiccator

0& Glass rod1& Distilled and deaired $aterH& #hermometer %/ to 0// )

Pro#e!)re.& Dry the pycnometer thoroughly and $eigh $ith its cap tightly scre$ed on&4& *ark the cap and pycnometer $ith a vertical line parallel to the a"is of pycnometer so

that each time the cap is scre$ed the same amount&

5& Nnscre$ the cap and put in about 4// gm of oven dried soil passing 6&H0 mm &S&sieve and $eigh again&

6& 'dd sucient deaired $ater to cover the soil about half full and scre$ on the cap&0& Shake $ell and connect to the vacuum pump to remove entrapped air&1& 'llo$ the air to be evacuated for at least 4/ minutes for grained soils and ./minutes

for sandy soils& Shake the pycnometer occasionally to assist in the air evaluation&H& 'fter the entrapped air has been largely removed, disconnect the pump and llthe

pycnometer $ith $ater about three fourth full&2& Ceapply the vacuum for at least 0 minutes& Ovacuation should be continued untilvery

fe$ bubbles appear on the top of the $ater&& 'fter the air has been eliminated, full the pycnometer $ith $ater completely up tothe

mark&./& #horoughly dry the pycnometer from the outside and $eigh it&..& Cecord the temperature of the content in degree centigrade&.4& lean the pycnometer by $ashing $ater thoroughly&.5& !ill the pycnometer $ith $ater up to its top and scre$ on the cap&.6& eigh the pycnometer after drying it on the outside thoroughly&.0& Cepeat the test t$ice more&

Pre#a)$ions.& #he soil grains $hose specic gravity is to be determined should be completelydry&4& Dried soil taken for testing should have the soil grains of its original size, so if on

drying soil humps are formed, they should be broken to its original size&5& -old the rubber tubing tightly $ith the pycnometer so that there is no leakage$hen

Facuum pump $orks&




6& naccuracies in $eighing and failure to completely eliminate the entrapped air arethe

main source of error& <oth should be avoided by careful $orking&0& ap should be scre$ed up to the same mark during the test&1& ap should be properly scre$ed $ith $asher to avoid any leakage&

O*ser+a$ion an! Cal#)la$ions

%a) Determine the specic gravity of soil grains using equationG s + % 47 .) ( % 47.)7%576)

%b) alculate the correction factor t

Celative density of $ater at # / t + Celative density of $ater at 4H/

%c) alculation the specic gravity at 4H/%G s) 4H/ c + %Gs) #t " t

%d)#he average of three values of the same soil sample is taken and reported to thenearest /&/.& f any of the values di:er by more than /&/5 from the average, that

testis discarded and other test is done&

Res)l$

Specic Gravity of Soil + IIII

EXPERIMENT NO. -

GRAIN /I9E ANA0(/I/&MECHANICA0 METHOD

O*e#$: #o classify the coarse grained soils&

Theor an! A""li#a$ions

Soils having particles larger than /&/H0mm size are termed as coarse grainedsoils& n these soils more than 0/? of the total material by mass is larger than H0micron& oarse grained soil may have boulder, cobble, gravel and sand&

oarse grained soils may have rounded to angular bulky, hard, rock particles$ith the follo$ing sizes=

<oulder 7 more than 5// mm dia&obble 7 smaller than 5// mm and larger than 2/mm dia&Gravel %G) 7 smaller than 2/mm and larger than 6&H0mm&oarse gravel7 4/mm to 6&H0mm




Sand %S) 7 smaller than 6&H0 mm and larger than /&/H0mmoarse = 6&H0mm to 4mm*edium = 4&/mm to 640 micron!ine = 640 micron to H0 micron

3ame of the soil is given depending upon the ma"imum percentage of theabove components&

Soils having less than 0? particles of size smaller than /&/H0 mm are designed

by the symbols=G= ell graded gravelGA7Aoorly graded gravelS= ell graded sandSA7Aoorly graded sandSoils having greater than .4? of particles of size smaller than /&/H0 mm are

designed by the follo$ing symbols=G* or G= Silty gravel or clayey sandS* or S= Silty sand or clayey sandDual symbols are used for the soils having H0 micron passing bet$een 0 to

.4?& Dry sieve analysis is performed for cohesion less soils if nes are less than 0?&et sieve analysis is done if nes are more than 0? and of cohesive in nature&Gravel and sand may be either poorly graded %uniformly graded) or $ell gradeddepending upon the value of coecient of curvature and uniformly coecient&oecient of curvature may be estimated as=7 ;D-3<,

C# + ;D13 = D63)here,

D1/+diameter at 1/? nerD5/+diameter at 5/? nerD./+diameter at ./? ner

t should lie bet$een . and 4 for $ell graded gravels and sandsNniformity coecient

D63

C) +

D13

ts value should be more than 6 for $ell7graded gravels and more than 1 for$ellgraded sands %S= .627.H/)&

A""li#a$ions

#he percentage of different sizes of soil particles coarser than H0P isdetermined& oarse grained soils are classied mainly by sieve analysis& #he grainsize distribution curve gives an idea regarding the gradation of the soil i&e& it ispossible to identify $hether a soil is $ell graded or poorly graded& n mechanical soilstabilization, the main principle is to mi" a fe$ selected soils in such a proportionthat a desired grain size distribution is obtained for the design mi"& -ence forproportioning the selected soils, the grain size distribution of each soil is to be rstkno$n&

A""ara$)sGeotechnical Engineering- I



Special=.& .st set sieves of sizes 5// mm, 2/ mm, 6/ mm, 4/ mm, ./ mm, and 6&H0 mm&4& 4nd set of sieves of sizes 4 mm, 20/P, 640P, .0/P, and H0 P&5& Sodium he"ametaphosphate %for cohesive soils)6& *echanical shaker %optional)0& <rush1& Cubber pestle and *otor

General:&. <alances %one of accuracy+.&/ gm& ;ther of accuracy+/&. gm)4 eights and $eight bo"5 ;ven6 Desiccator0 Drying crucibles1 #ray(bucketH ater

Pro#e!)re.& #ake suitable quantity of oven7dry soil depending upon the ma"imum size of material present in&

Substantial quantities in the soilS&3

&*a"imum size of material

present in

Quantity tobe taken

/. 2/ mm 1/&//4 4/ mm 1&0/5 6&H0 mm to H0 P /&0

4& %a) f soil seems to have more than 0? of cohesive soils, the soil taken in step%.)is

spread out in the large tray or bucket and covered $ith $ater& #$o grams of sodium

he"ametaphosphate per liter of $ater used is then to be added to the soil& #hemi" is

thoroughly stirred and left for soaking& %b)#he soaked soil specimen is $ashed on H0 P &S& sieve until the $ater passing

sieve is clean& %c)#he fraction retained on sieve is tipped $ithout loss of material in a tray, dried

inthe oven at ./0/ to ..// and $eighted&

%d) oss in mass $ill give percentage passing H0 P sieves&

/ie+ing for #oarser $han 4.75 mm si>e5& lean the set of sieve and pan $ith brush6& Sieve the soil rst through &S& sieves of rst set i&e& 2/ mm, 6/ mm, ./mm and6&H0 mm manually or using a mechanical shaker for 07./ minutes&0& eigh the material retained on each sieve to .&/ gm&/ie+ing for soil "assing from 4.75mm si>e




1& lean the sieve and pan $ith brush and $eigh to /&.gm&H& Sieve the soil through 4nd set of sieves i&e&, 4mm, 1//P, 640P, .0/P and H0P usinga

mechanical shaker for ./ minutes&2& eigh to /&. gm each sieve and pan $ith soil retained on them& #he sum of the

retained soil mass is checked against the original mass of soil taken&

Pre#a)$ions:.& hile drying the temperature of the oven should not be more than ./0L because higher temperature may cause some permanent change in the 7H0 P materials&4& During shaking, sample soil should not be allo$ed to come out&5& n $et analysis, all cohesive soil adhering to large size particles shouldbe removed

by $ater&6& !or plotting, per cent ner should be determined $ith respect to the total soiltaken for

initial analysis&

O*ser+a$ions an! Cal#)la$ions:.& 'll observations are entered in prescribed observation tables& *ost of thecalculations

are done in the observation tables itself& n table . the cumulative mass of soilfraction

retained on each sieve is calculated& #he cumulative percentage of the soil fraction retained on each sieve is calculated on the basis of the total $eight of the sample

taken for this analysis& Aercentage ner is calculated by subtracting thepercentage

retained from .//&4& n observation table 4 the cumulative mass of soil fraction retained on each sieveis

calculated& #he cumulative percentage of soil fraction retained on each sieve iscalculated on the basis of the mass of the sample passing 6&H0 mm &S& sieve& #hecombined gradation on the basis of the total soil sample taken for analysis is thencalculated&

5& Diameter %mm) is taken on log scale and percent ner on ordinary scale forplotting

the grain size distribution curve& Nse recommended graph paper&6& Cead the diameter corresponding to 1/?, 5/? and ./? ner& alculate coecientof

curvature and uniformity coecient&0& Cead also the percentage of each soil from the graph paper&

Determination3o&

. 4 5

D1/

D5/

D./

c




u

O*ser+a$ions an! Cal#)la$ions=Ta*le No.&31

Soil Sample 3o& Date%Soil coarser than 6&H0mm)

eight of total soil sample taken for analysis, kg +

S3Sieve 3o&

*ass of soil

retainedgm

umulative massof soil

retained%gm)

umulative ? of

soilretained

%gm)

? ner%passin

g).//7%6)

Cemarks

. 4 5 6 0 1

/. 2/mm/4 6/mm/5 4/mm/6 ./mm/0 6&H0m

m/1 Aan

Ta*le No.&3,Soil Sample 3o& Date

%Soil passing from 6&H0mm Sieve and retained on H0 Sieve) i) eight of total soil sample taken for analysis %kg) + ii) ? of soil sample passing from 6&H0mm sieve + iii) eight of soil sample taken for this analysis %kg) +

S3Sieve 3o&

*ass of

soilretained

gm

umulativ

e mass of soilretained

%gm)

umulati

ve ? of soilretained

%gm)

? ner$&r&t&

6&H0mm%passin

g)

ombined? ner

$&r&t& totalsoil

sample%0) " %ii)

. 4 5 6 0 1

/. 6&H0mm

/4 4&.4mm

/5 .&.2mm

/6 1// P

/0 640 P/1 5// P/H .0/ P/2 H0 P/ Aan

Dra% Gra"h shee$ ? Grain /i>e Analsis




Res)l$

.& oecient of urvature, c+ IIII

4& Nniformity oecient, u+ IIII




EXPERIMENT NO. 4

LI;UID AND PLASTI+ LIMIT TESTS

AIM: %a) #o determine liquid limit%b) #o determine plastic limit%c) #o classify the soil%d) #o nd 8o$ inde"%e) #o nd toughness inde"

Theor iquid limit is the $ater content at $hich soil passes from zero strength to

annnitesimal strength, hence the true value of liquid limit can not be determined& !ordetermination purpose liquid limit is that $ater content at $hich a part of soil, cut by

a groove of standard dimensions, $ill 8o$ together for a distance of .&40cm underan impact of 40 blo$s in a standard liquid limit apparatus& #he soil at the $atercontent liquid limit apparatus& #he soil at the $ater content has some strength $hichis about /&.H 3(cm4 %.H&1 gm(cm4)& 't this $ater content soil Eust passes from liquidstate to plastic state&

#he moisture content at $hich soil has the smallest plasticity is called astheplastic limit& Tust after the plastic limit the soil displays the properties of a semi7solid& hange in state at these limits is sho$n in gure&

@ig. Rela$ionshi" *e$%een 'ol)me of soil an! I$s Mois$)re Con$en$

!or determination purpose, the plastic limit is dened as the $ater content at$hich a soil $ill Eust begin to crumble $hen rolled into a thread of 5mm in diameterthe di:erence in moisture content or interval bet$een the liquid and plastic limits istermed the plasticity inde"& Rno$ing the liquid limit and plasticity inde" soil may beclassied $ith the help of plasticitychart according to ndian standard on soilclassication %S .627.H/)&




@ig. Plas$i#i$ Char$

In $he "las$i#i$ #har$ follo%ing sm*ols are )se!: + lay of lo$ compressibility

+ lay of lo$ medium compressibility- + lay of high compressibility* + Silt of lo$ compressibility* + Silt of medium compressibility*- + Silt of high compressibility; + ;rganic soil of lo$ compressibility; + ;rganic soil of medium compressibility;- + ;rganic soil of high compressibility

A""li#a$ions #he values of liquid limit and plastic limit are directly used for classifying the

ne grained cohesive soils according to ndian Standard on soil classication& ;ncethe soil is classied, it help a lot in understanding the behavior of soil and selectingthe maintenance of the structures made up or( and resting on soils&

#he values of these limits are also used in calculating the 8o$ inde",toughness inde", toughness inde" and relative plasticity inde" $hich are useful ingiving an idea about the plasticity, cohesiveness, compressibility, shear strength,permeability, consistency and state of cohesive soils& 'tterberg9s %...) sho$s thecorrelations bet$een the plasticity inde", soil type, degree of plasticity and degree of cohesiveness&

S3Alasticity

inde"Soil #ype

Degree of

plasticity

Degree of

cohesiveness/. / Sand 3on7plastic 3on7cohesive/4 UH Silt o$7plastic Aartly cohesive/5 H7.H Silt *edium 7

plasticohesive

/6 V.H lay -igh7plastic ohesive

A""ara$)sSpecial.& assagrande9s liquid limit device4& '&S&#&*& and <&S& grooving tool %assagrande9s type)5& Glass plate 4/W.0cm6& 640 micron &S& sieve0& 5mm diameter rod&General.) Spatula, 4) <asin %5//c&c& capacity), 5) <alance %/&/. gm sensitivity), 6) atercontent tins or crucibles, 0) Drying oven, 1) Distilled $ater, H) *easuring cylinder,2) Desiccator




Pro#e!)re

;a< 0i)i! 0imi$

.& 'dEust the cup of the liquid limit apparatus $ith the help of grooving tool gauge Bthe

adEustment plate to give a drop of e"actly . cm on the point of contact on base&4& #ake about .4/gm of an air dried sample passing 640 sieve&5& *i" it thoroughly $ith some distilled $ater to from a uniform paste&6& Alace a portion of the paste in the cup of the liquid limit device, smooth thesurface

$ith spatula to a ma"imum depth of .cm& Dra$ the grooving tool through thesample

along the symmetrical a"is of the cup, holding the tool perpendicular to the cup&0& #urn the handle at a rate of 4 revolutions per second and count blo$s until t$oparts

of the soil sample come into contact at the bottom of the soil sample come intocontact at the bottom of the groove along a distance of ./mm&

1& #ransfer about .0gm of the soil forming the edges of the groove that8o$ed together

to a $ater content tin and determine the $ater content by oven drying&H& #ransfer the remaining soil in the cup to the main soil sample in the basin and mi" thoroughly after adding a small amount of $ater2& Cepeat steps 6, 0 and 1& ;btain at least four sets of readings in the range of ./ to6/

blo$s&

@ig. 0i)i! limi$ Tes$ A""ara$)s

;a< Plas$i# 0imi$.& #ake about 5/gm of air dried sample passing 640 micron sieve&4& *i" thoroughly $ith distilled $ater on the glass plate until it is plastic enough tobe

shaped into a small ball&




5& #ake about ./gm of the plastic soil mass and roll it bet$een the hand and theglass

plate to from the soil mass into a thread& f diameter of thread becomes less than5mm $ithout cracks, it sho$s that $ater added in the soil is more than its plastic

limit@hence the soil is kneaded further and rolled into thread again&

6& Cepeat this rolling and remolding process until the thread starts Eust crumpling at

adiameter of 5mm&

0& f crumpling starts before 5mm diameter thread in step 5, it sho$ the $ater addedin

step 4 is less than the plastic limit of the soil, hence some more $ater should beadded and mi"ed to a uniform mass and rolled again, until the thread starts Eustcrumbling at a diameter of 5mm&

1& ollect the pieces of crumbled soil thread at 5mm diameter in an air tightcontainer

and determine moisture content&H& Cepeat this procedure t$ice more $ith fresh samples of ./gm each&

Pre#a)$ion.& Nse distilled $ater in order to minimize the possibility of iron e"change bet$eenthe

soil and any impurities in the $ater&4& Soil used for liquid and plastic limit determinations should not be oven dried priorto

testing&5& n liquid limit test, the groove should be closed by a 8o$ of the soil and not by

slippage bet$een the soil and the cup&6& 'fter mi"ing distilled $ater to the soil sample, sucient time should be given to

permeate the $ater throughout the soil mass&0& et soil taken in the container for moisture content determination should not beleft

open in the air even for some time, the containers $ith soil samples should eitherbe

placed in desiccators or immediately be $eighed,1& !or each test, cup and grooving tool, should be clean&

O*ser+a$ion an! Cal#)la$ions ;a< 0i)i! 0imi$ ;0.0. or W0.0<.& Nse table . for recording the number of blo$s and calculating the moisture contents&4& Nse semi log graph paper, take number of blo$s on semi log scale %"7a"is) and$ater

contents on ordinary scale %y7a"is)& Alot all the points and dra$ a straight line%8o$

curve) passing through these points&5& Cead the $ater content at 40 blo$s $hich is the value of liquid limit&;*< Plas$i# limi$s ;P.0. or WP.0.<Nse table 4 for calculating the plastic limit&




;#< ClassiB#a$ion of soil.

.& alculating plasticity inde" %A&& or p)p W0.0 & WP.0.

4& Nse plasticity chart for classication of given soil&;r

alculate the plasticity the plasticity inde" of X'9 line

;P.I.<' 3.7- ;W0.0

&& ,3<here & is in percentagef A&& V %A&&)' the soil is clayf A&& U %A&&)' the soil is silt&& + /750 lo$ ompressibility 5070/ medium ompressibility V 0/ -igh ompressibility

;!< @lo% In!e= ;@.I. or I@<.& O"tend the 8o$ curve at both ends so as to intersect the ordinates correspondingto./ and .// blo$s&4& Cead the $ater contents at ./ and .// blo$s& Di:erence of these t$o these t$o$ater contents is equal to 8o$ inde" ;r #he 8o$ inde" may be calculated from the equation

$. + $ater content in ? at 3. <lo$s$4 + $ater content in ? at 34 <lo$s

;e< To)ghness In!e= ;T.I. or IT<

O0SERVATION AND +AL+ULATION

TA0LE NO/#

Soil sa9pl' no/ Li<id li9i) Da)'

S!

No/D')'!9ina)ion No/ # 4 6

1 6o7 of lo8


I9



2 Container 6o7

3 !a of container : 8et oil gm4

$ !a of container : "ry oil (gm4

5 !a of 8ater 34-$4 gm4

, !a of container( gm4

. !a of "ry oil $4-,4

# !oit're content 54; .4 1( <4

%i&'i" limit=>>>>>7

TA0LE NO/4

Soil sa9pl' no Plas)i( li9i) Da)'

S!/ No/ D')'!9ina)ion No/ # 4 6

1 Container 6o7

2 !a of container : 8et oil gm4

3 !a of container : "ry oil (gm4

$ !a of 8ater( 24-34 gm45 !a of container gm4

, !a of "ry oil 34-54 (gm4

. )latic %imit $4;,4 1(<4

Average platic limit=>>>>>7

RESULT

%i&'i" limit %7% <4

)latic limit )7% <4

)laticity In"e )7I

Claification

9lo8 In"e I9

/o'ghne In"e I/




EXPERIMENT NO.5

SHRINKAGE LIMIT OF SOIL

Aim: %a) #o determine the shrinkage limit of soil %b) #o calculate shrinkage factorsTheor:Shrinkage limit is the ma"imum $ater content at $hich a reduction in $ater contentdoes not cause an appreciable decrease in volume of the soil mass& 't shrinkagelimit, on further redaction in $ater, air starts to enter into the voids of the soil andkeeps the volume of voids constant&Cepresent the initial soil sample in saturated stage $ith initial mass . and volumeF.@%c) Cepresent the oven dry sample $ith mass s and volume F4& 'ccording todenition, the $ater content at %b) $ill be the shrinkage limit&*ass of $ater in %a) + . 7 s

oss in $ater from %a) to %b) + %F. J F4) γ $∴*ass of $ater in %b), s + %. 7 s) 7 %F. J F4) γ $∴ater content in %b)




∴Shrinkage limit, &S& %?)

here . + $ater content in %a);ther shrinkage factors i&e& shrinkage ratio, volumetric shrinkage may also be

calculated from the test data of shrinkage limit&&

/hrinage Ra$iot is the ratio of a given volume change e"pressed as a percentage of the dry

volume to the corresponding change in $ater content above the shrinkage limit&'ol)me$ri# /hrinage

t is the decrease in volume of a soil mass $hen the $ater content is reducedfrom a given percentage to the shrinkage limit and $hich is e"pressed as percentageof dry volume of the soil mass&

A""li#a$ion #he value of shrinkage limit is used for understanding the s$elling and

shrinkage properties of cohesive soils& t is used for calculating the shrinkage factors$hich helps in the design problem of the structures made up of the soils or(andresting on soil& t gives an idea about the suitability of the soil as constructionmaterial in foundations, roads, embankment B dams& t helps kno$ing the state of the given soil& 'ppro"imate values of Sp& Gr& ;f soil grains may also be determinefrom the data of shrinkage limit test& !rom gure Specic Gravity is given by,

Where(




A""ara$)sSpecial

.& #hree circular shrinkage dish %porcelain ( stainless steel(brass $ith 8at bottomabout

6&0 cm in dia and .&0 cm high)4& #hree porcelain evaporated dish %t$o about .4cm large) and one 1cm %small in

diameter)5& ;ne glass plate $ith three prongs&6& Alain glass plate %H&0 cm W H &0 cm)&0& ;ne glass or stainless steel cup %about 0&/ cm in dia and 4&0 cm high $ith leveland

smooth ground top rim)&1& *ercury

H& 640 micron sieve&General2& Spatula& Straight edge./& ;ven..& Desiccator.4& <alance %sensitivity /&/. gm)

Pro#e!)re

.& *i" about 5/gm of soil passing 640 micron sieve $ith distilled $ater& #he $ateradded should be sucient to make the soil past enough to be readily $orked into

theshrinkage dish $ithout inclusion of air bubbles&

4& ost the inside of t$o shrinkage dish $ith a thin layer of Faseline& Alace the soilsample in the dish, by giving gentle taps& Strike o: the top surface $ith a straight

edge&5& eight the shrinkage dish immediately full of $et soil& Dry the dish st in air andthen




in an oven&6& eight the shrinkage dish $ith dry soil pat&0& lean dry the shrinkage dish and determine its empty mass&1& 'lso $eigh an empty porcelain dish %small size) $hich $ill be used for $eighingdish&H& Reep the shrinkage dish in a large porcelain dish, ll it to over8o$ing $ithmercury

and remove the e"cess by pressing the plate rmly over the top of the dish& #ransfer

the contents of the shrinkage dish to the mercury $eighing dish and $eight&2& Alace the glass cup in a large dish& !ill it to over 8o$ing $ith mercury@ remove the e"cess by pressing the glass plate $ith three prongs rmly over the top of thecup&& ipe the outside of the glass cup to remove any adhering mercury, and thenplace it in another large dish& Alace the dry soils pat on the surface of the mercury and

submerge it under the mercury by pressing $ith glass plate $ith prongs&

./& #ransfer the mercury displaced by the dry soil pat to the mercury $eighing dishand$eigh&

..& Cepeat the test at least three times for each soil sample&

Pre#a)$ions.& #he $ater content of the soil taken in shrinkage dish should be above liquid limitbut

$ithin ./? from liquid limit&4& #o prevent the cake from adhering to the shrinkage dish and consequent crackingof

the dry soil pat, the inside of the shrinkage dish should be greased $ith Faseline&5& During lling the shrinkage dish $ith soil paste, sucient tapping should be doneto

remove the entrapped air&6& #he dry soil pat should be $eighed soon after it has been removed from the air&0& #est should be repeated at least three times for each soil sample and the averageof

the results thus obtained reported& f any individual value varies from the averageby

± 4?, it should be discarded and test repeated&1& 3o air should be entrapped under the dry soil pat $hen pressing by the glass $ith

prongs is being carried out&

O*ser+a$ion an! Cal#)la$ion

%a) Shrinkage imit.& Onter all the observations in the table&4& alculate the shrinkage limit using the equation




W S7%

here, S&& + shrinkage limit in ? soil pat&. + initial $ater content of $et soil pat&F. + volume of $et soil pat in cc&F4 + volume of dry soil in cc&s + mass of oven7dry soil pat in gm&γ $ + mass density of $ater in g(cc&

%b) ;ther Shrinkage !actors.& Shrinkage ratio

here s + mass of oven7dry soil pat in gm& F4 + volume of oven7dry soil in cc&

4& Folumetric Shrinkage?S W1 @ W S7%74

here,. + given moisture content in ?S& + shrinkage limit in ?S& C& + shrinkage ratio

5. inear shrinkage

here FS + Folumetric shrinkage&

TA0E &31

/.N.

De$ermina$ion No. 1 , -

31 Shrinkage dish no& %gm)

3, *ass of dish> $et soil pat %gm)3- *ass of dish> dry soil pat %gm)34 *ass of $ater,%4)7%5) %gm)35 *ass of shrinkage dish empty %gm)36 *ass of dry soil pat %s)+%5)7%0)

%gm)37 nitial $ater content %?)3 *ass of $eighing dish >mercury

%lling shrinkage dish)




3F *ass of $eighing dish empty %gm)13 *ass of mercury %2)7%) %gm)11 Fol& $et soil pat %cc)1, *ass of $eighing dish> displaced

mercury %by dry pat)1- *ass of mercury displaced %.4) J

%)14 Folume of dry soil packed

Res)l$=

%a) Shrinkage imit =%b) Shrinkage ratio =%c) Folumetric Shrinkage =%d) inear Shrinkage =




EXPERIMENT NO. 6

PERMEA0ILIT1 TEST

Aim: #o determine coecient of permeability of given soil sample at desired densityby a suitable method&

Theor #he property of the soils $hich permits $ater %8uids) to percolate through its

continuously connected voids is called its permeability&Depending upon the value of Ceynolds number the 8o$ of $ater through soils

may be Xlaminar9 or Xturbulent9& n laminar 8o$, a particle of $ater starting from agiven position follo$s a denite path $ithout crisscrossing the path of otherparticles& n turbulent 8o$ the particles do not follo$ any denite path but have

random, t$isting and crisscrossing path& !or laminar and steady 8o$, according toDarcy9s la$ the rate of 8o$ of $ater is proportional to the hydraulic gradient inuniform and homogeneous soils&

i& e& F α i$here v + discharge velocity of $ater

∴ F + kif q + discharge of $ater per unit time

q + k&i&'f i + lk + v

$here i + hydraulic gradient

k + coecient of permeability' + cross sectional area of the soil for discharge q&n soil mechanics, the coecient of permeability, k e"presses the degree of

permeability& t has the velocity dimensions&!actors a:ecting coecient of permeability can be studied by the equation

here k + coecient of permeability + constantds + average diameter of soil grainsv$ + unit $eight of $aterη + viscosity of the $atere + void ratio of the soil

Fiscosity and unit $eight of $ater depend upon temperature, hence thecoecient of permeability is e:ected by the climatic conditions also& onstant X9depends upon arrangement and shape of grains and voids #hus the soil in7 situ oftenGeotechnical Engineering- I



as smaller permeability in vertical direction as compared to the horizontal due tohorizontally stratied structure&

#he coecient of permeability may be determined both in the laboratory andeld by direct tests& n the laboratory, constant head method is more suited tocoarse grained soils as the quantity of seepage in case of relatively impervious soilsis less& Fariable head method is suited to ne grained soil as the fall of head is veryfast in coarse grained soils&

A""li#a$ionsater 8o$ing through soil e"erts considerable seepage forces $hich have directe:ect on the safety of hydraulic structures& #he rate of settlement of compressibleclay layer under load depends on its permeability& #he quantity of stored $aterescaping through and beneath an earthen dam depends on the permeability of theembankment and the foundations respectively& #he rate of drainage of $herethrough $ell and e"cavated foundation pits depend on the coecient of permeabilityof the soils& Shear strength of soils also depends indirectly on its permeability@because dissipation of pore pressure iscontrolled by its permeability& Cough values of coecient of permeability for di:erenttype of soils are given in the table no&. #able .

S3

#ype of Soil

Falue of k%cm(sec)

/.

Gravel ./

/4

Sand .&/7./

/5

Silt ./

/6

lay ess than ./

'ccording to N&S& <ureau of reclamation, soils are classied as follo$s= mpervious k less then ./71 cm(sec Semi7pervious k bet$een./71 to ./76cm (sec Aervious k greater than ./76cm (sec

A""ara$)sSpecial.& Aermeameter mould %internal dia + .// m&m& e:ective height + .4H&5

m&m& apacity.//cc)4& 'ccessories of the permeameter %cover, base, detachable collar, porous stones,

dummy plate) %common)5& Cound lter paper .// mm& dia %common)6& ' static or dynamic compaction device %if remolded samples are used)0& onstant head reservoir %common)1& Graduated glass stand pipe %internal dia 0to 4/ mm, preferably ./mm)

%Fariable head)H& Support frame and clamps %variable head)




2& !unnel %variable head)& *easuring 8ask %onstant head)

General %ommon to both the methods).&*etre Scale

4&<alance5&Stop $atch6&#hermometer0&Deaired $ater1&Drying ovenH&S= Sieve 6&H0 mm %if remolded samples are used)2&Grease&Straight edge./Drying crucibles..&Desiccator

Pro#e!)reA. 'aria*le Hea! Me$ho!

.& Cemove the cover of the mould and apply a little grease on the sides of themould&4& eigh the mould $ith dummy plate&5& *easure the internal diameter and e:ective height of the mould, then attach the collar and the base plate&

6&%i)ompact the soil at given dry density and moisture content by a suitable staticordynamic device for remolded samples&

%ii) !or undisturbed samples, trim o: the undisturbed specimen in the form of acylinder

about 20 mm in diameter and height equal to that of mould& Alace the specimencentrally over the bottom porous dise B lter paper& !ill the annular space

bet$eenthe mould and the specimen $ith an impervious material such as cement slurry or

bentonite slurry to provide sealing against leakage from the sides&Geotechnical Engineering- I



0& Cemove the collar B base plate, trim o: the e"cess soil and level $ith the top of the

mould&1& lean the outside of the mould and dummy plate&H& eigh the mould $ith soil and dummy plate& Di:erence of this mass and the mass taken in step 4 $ill give the mass of soil used&2&'pply grease around the porous stone and base plate, put the porous stone inside

the base plate and lter paper on porous stone&&Cemove the dummy plate and place the mould $ith $asher on the base plate&./&Aut the small quantity of the soil sample in drying oven to determine the moisture content&..&lean the edges of the mould and the collar and apply grease in the grooves

around them&.4& Alace a lter paper, porous stone and $asher on the top of the soil sample and"

up the collar again&.5&onnect the reservoir $ith $ater to the outlet at the bottom of the mould andallo$

the $ater to 8o$ in& $ait till the $ater has been able to travel up and saturate the sample &'llo$ about one cm depth of free $ater to collect on the top of thesample&.6& !ill the remaining portion of the cylinder $ith deaired $ater $ithout disturbingthe

surface of the soil&.0& !i" the cover plate over the collar and tighten the nuts in the rods&.1& Disconnect the reservoir from the outlet at the bottom and connect the standpipe to

the inlet at the top plate& !ill the stand pipe $ith $ater&.H& ;pen the stop cock at the top and allo$ $ater to 8o$ out so that all the air in the cylinder is removed&.2&!i" the height h. and h4 $on the pipe from the centre of the outlet such that %h.7h4) is

about 5/ to 6/ cm& *ark the level of Y h. h4 from the centre of the outlet&.& hen all the air has escaped, close the stop cock and allo$ the $ater from thepipe

to 8o$ through the soil and establish a speedy 8o$&4/&Cecord the time intervals for the head to fall from Y h. h4Y h. h4 to h4& #he time

intervals should be same, other$ise steady 8o$ in established&4.&hange the height h. and h4 and record the time intervals&44&Stop the 8o$ of $ater, disconnect all parts&45&#ake a small quantity of the soil sample from the mould in the drying crucibleand

put inside the drying oven for moisture content determination&46&*easure the temperature of the $ater&

. Cons$an$ Hea! me$ho!




.&#ake steps . to .1&4&Disconnect the reservoirs from the outlet as the bottom and connect to the inletat the

top plate&

5&;pen stop cock at the cover and allo$ $ater to 8o$ out so that all the air in thecylinder is removed&6&hen all the air has escaped close the stop cock and open the outlet& 'llo$ the$ater

to 8o$ through the soil and established a steady 8o$&0&hen steady 8o$ is reached collect the $ater in a measuring 8ask for aconvenient

time interval& Cepeat this thrice quantity of $ater collected must be same,other$ise

observations are repeated&1&Cepeat step %0) for atleast t$o more di:erent time intervals&

H&Cepeat steps %44),%45)and %46)

Pre#a)$ions.&'ll the possibilities of leakage at the Eoints must be eliminated &'ll the Eoints and

$asher must be thoroughly cleaned so that there are no soil particles bet$eenthem&4&'pply the grease liberally bet$een mould, base plate and collar&5& Cubber $asher must be moisture $ith $ater before placing&6& Aorous stones must be sutured Eust before placing0& Desired and distilled $ater must be used to avoid the chocking of 8o$ $ater&

1& Soil samples must be fully saturated before taking the observations&H& n order to ensure laminar 8o$ condition, cohesion less soil must be tested underlo$

hydraulic gradient&2& Steady 8oe must be established before taking the observations&& n constant head method, quantity of $ater collected must be sucient andmeasured

very accurately to eliminate large errors&




O*ser+a$ions an! Cal#)la$ions&%a)Onter all observations of variable head method in table 4 and of constant head

method in table 5&%b)alculate the coecient of permeability of the soil using the follo$ing equations&

k # + 4&5/5 Ka('tM log./ %h.(h4)

!or 'aria*le Hea! Me$ho! Where( / Coefficient of )ermeaility at /et temperat're /C cm;ec4

a Cro-Sectional area of tan" pipe cm24 % Effective length of ample cm4

A Cro-Sectional area of Sample cm24

t /ime Interval to fall the hea" from h1 to h2 ec4

h1 Initial height of 8ater in the pipe aove the o'tlet cm4 h2 9inal height of 8ater in the pipe aove the o'tlet cm4

!or Cons$an$ Hea! Me$ho!R # + Q&('t&hWhere( / Coefficient of )ermeaility at /et temperat're /C cm;ec4

B B'antity of Water collecte" in time t ml4

% length of oil ample cm4 A Cro-Sectional area of Soil Sample cm24

h Contant hy"ra'lic hea" cm4

c4 eport the coefficient of permeaility at tan"ar" temperat're of 2.c

k4H + k # " Kη #(η4HMhere, k4H+ oecient of Aermeability at 4H/c k # + oecient of permeability at #/c η/ Coefficient of ?icoity at /c

η2. Coefficient of ?icoity at 2.c

"4 Calc'late the "enity( voi" ratio( an" "egree of at'ration at 8hich tet i performe"

?oi" ratio( e G;γ " - 1 Where( G Specific Gravity of oil grain A'me 27, if not *no8n4

γ " Dry "enity of oil ample gm;cc4

Degree of Sat'ration( S 8 G4 ; e

Where( 8 !oit're content <4

TA0LE #

Soil Sample 6o7 Date

17 %ength of ample( % cm4 27 Diameter of ample( "cm4 37 Area of ample( Acm24

$7 !a of !o'l" : "'mmy plate( W1 gm4

57 !a of !o'l" : oil : "'mmy plate( W2 gm4 ,7 !a of oil( W W1-W24 gm4

.7 ?ol'me of Soil ample cm34

#7 Denity of oil ample γ t W;? gm;cc4

+7 !oit're Content at the tart( 81




17 Dry Denity of oil ample γ " γ t;1:814 gm;cc4

117 ?oi" ratio( e G;γ " -1

Sr7 6o7

Determination 6o7 At the tartefore at'ration4

At the en"after at'ration4

1 Container 6o7

2 !a of Container : Wet oil gm43 !a of Container : "ry oil gm4

$ !a of Container gm4

5 !a of oil 3-$4 gm4

, !a of 8ater 2-3 4 gm4

. Water Content( 8 ,;5 1

# Degree of Sat'ration

8 G4 ; e

TA0LE 4

Soil Sample 6o7 ?ariale Fea" !etho" Date17Diameter of tan" pipe cm4

27Cro ectional area of pipe cm24

37/emprat're of 8ater ( /c

$7 Correction factor "'e to temperat're( Ct η #(η4H +0& Contant 9actor 4&5/5 Ka('M +

Sr7 6o7 Determination 6o7 1 2 3

1 Initial Fea"( h1 cm4

2 9inal Fea"( h2 cm4

3 Fea" √ h1-h24 cm4

$ /ime Interval ec4A 9rom h1 to √ h1-h24

9rom √ h1-h24 to h2

C 9rom h1 to h2( t A:

5 %og1 h1;h2

, Coefficient of permeaility * cm;ec4

at tet temperat're /c 2733 a%;A 54 ; $C

. Coefficient of permeaility * cm;ec4

at tet temperat're 2.c , η #(η4H

R'sl)17 Average val'e of coefficient of permeaility at tet temperat're( /

27 Average val'e of coefficient of permeaility at tan"ar" temperat're 2.c ( 2.

37 ?oi" ratio of oil ample( e $7 /ype of oil

TA0LE 6

Soil Sample 6o7 Contant Fea" !etho" Date

Sr7 6o7 Determination 6o7 1 2 3

1 Fy"ra'lic Fea"( h cm4

2 /ime Interval ec4




3 B'antity of flo8( B ml4

A I tet for time ( t ml4

II tet for ame time ( t ml4

C III tet for ame time ( t ml4

5 Average B'antity of 9lo8

A::C4;3 ml4

, Coefficient of permeaility at tet temperat're * / cm;ec4

. Coefficient of permeaility * 2. at 2.c temperat're cm;ec4

R'sl)

17 Average val'e of coefficient of permeaility at tet temperat're( /

27 Average val'e of coefficient of permeaility at tan"ar" temperat're 2. c( 2.

37 ?oi" ratio of oil ample( e

$7 /ype of oil

EXPERIMENT NO. 7

INSITU DENSIT1 OF SOIL

Aim: #o determine the mass density of soils by%a) ore cutter method%b) Sand replacement method

Theor Density is dened as the mass per unit volume of soil




?e

?vH1

?vS

?8H1

here γ + mass density of soil $ + total mass of soil v + total volume of soil

-ere mass and volume of soil comprise the $hole soil mass& n the abovegure, voids may be lled $ith both $ater and air or only air or only $ater,consequently the soil may be $et or dry or saturated& n soil the mass of air isconsider negligible and there fore the saturated density is ma"imum , dry density isminimum and $et density is in bet$een the t$o if soils are found belo$ $ater tablesubmerged density is also estimated& #he density can be e"pressed in g(cm 5, or t(m5

or kg(m5 or .b(t5& !or calculating the submerged density the density of $ater is takenas . g(c5 + . t(m5

Dry density of the soil is calculated by using equation

here, γ d + dry density of soil γ t + $et density of soil $ + moisture content of soil

Density of soil may be determined by core cutter test, sand replacementmethod and gamma ray method& Foid ratio %e) is the ratio of volume of voids tovolume of soil solids&

Degree of saturation %S) is dened as the ratio of volume of $ater to volume of voids&

here e + voids ratio in ? S + degree of saturation in ? FF + Folume of voids Fs+ Folume of solids




-1"e G 8

eS

G 8

F$+ Folume of $ater!urther, the follo$ing relationships can be obtained

here Gs + specic gravity of soil solids γ d + dry density γ $ + density of $ater $ + $ater content

A""li#a$ionsDensity is used in calculating the stress in the stress in the soil due to its

overburden pressure& t is needed in estimating the bearing capacity of soil

foundation system, settlement of footings, earth pressures behind the retaining$alls, dams, embankments& Stability of natural slopes, dams, embankments andcutis checked $ith the help of deity of these soils& t is the density of controls theeld of soils& Aermeability of soils depends upon its density& Celative density of cohesion less soils is determined by kno$ing by kno$ing the dry density of that soilin natural, loosest and densest states& Foid ratio, porosity and degree of saturationneed the help of density of soils& n this chapter the follo$ing t$o methods arediscussed to determine the eld density of soils&'& ore cutter method<& Sand replacement method

;A< Core #)$$er me$ho!'pparatusSpecial.& ylindrical core cutter %height + .4&H6 cm, dia ./ cm)4& Steel rammer5& Steel dolly %4&0 cm high and ./ cm internaldiameter)General

.& <alance %accuracy .gm)4& <alance %accuracy /&/.gm)5& Steel rule6& Spade of picka"e0& Straight edge1& RnifeH& ater content crucibles Fig/ +o!' +))'! Appa!a)s

2& Desiccator& ;ven./& #ongsGeotechnical Engineering- I



?t

W2 @ W1

Pre#a)$ions.& Steel dolly should be placed on the top of the cutter before ramming it do$n&4& ore cutter should not be used in gravels and boulders&5& <efore lifting the cutter, soil should be removed round the cutter, to minimize the

disturbances&6& hile lifting the cutter, no soil should drop do$n,

0& During pressing and lifting the cutter care should be taken that some soil isproEected at both the ends of the cutter&

1& Falues should be reported to second place of decimal

O*ser+a$ions an! #al#)la$ion.& Other all observation in table .&4& alculate $et density of soil

here4 + mass of cutter > soil .+ mass of cutter only F + volume of cutter

5& alculate dry density void ratio and degree of saturation using above equations&

TA0E&1

Soil Sample 6o7 +o!' +))'! M')hod Date

Internal Diameter of C'tter cm4

Feight of C'tter cm4

Cro-ectional Area of c'tter cm24 ?ol'me of C'tter cm34

Specific Gravity of oil

Sr7 6o7

Determination 6o7 1 2 3

1 !a of Core C'tter W1gm4

2 !a of Core : Soil( W2gm4

3 !a of 8et oil W2-W14

$ !a of Cr'cilegm4

5 !a of Cr'cile : 8et oil gm4

, !a of Cr'cile : "ry oil gm4

. !a of Water ,-.4




# !a of Dry oil .-54

+ !oit're Content( W #;+4 1

e'lt

1 Wet Denity γ t4 W2-W14 ; ? gm;cc4

2 Dry Denity γ "4 γ t ; 1:84

gm;cc4

3 ?oi" atio( e G γ 8 4; γ t$ Degree of Sat'ration (S 87G ;e4 1<4

;< /an! re"la#emen$ me$ho!'pparatusSpecial.& Sand pouring cylinder4& #ro$el or bent spoon5& ylindrical calibrating container6& *etal tray $ith hole %5/ cm square $ith ./ cm hole in thecentre)0& Sand %clean oven dried, passing 1// micron sieve)General.& <alance %accuracy .gm)

4& <alance %accuracy /&/.gm)5& *oisture content crucibles6& ;ven0& Desiccator Fig/ Sand R'pla('9'n) Appa!a)s

1& #ongsH& Glass plate %about 60 cm square)2& *etal tray %about 5/ cm square)& Scraper tool./& *easuring Ear




Pro#e!)realibration of 'pparatus.& *easure the internal volume of the calibrating container from the volume of the$ater

required to ll the container&4& !ill the pouring cylinder $ith sand $ithin about .&/ cm of the top and $eight it&5& Alace the pouring cylinder concentrically on the top the calibrating container&

6& ;pen the shutter to allo$ the sand to run out and ll calibrating cylinder&0& hen there is no father movement of sand in the pouring cylinder closed theshutter&1& Cemove the pouring cylinder and $eight it to the nearest gram&H& Alace the pouring cylinder on a plane surface such as the glass plate2& ;pen the shutter and allo$ the sand to run out& hen there is no movement of sand

in the cylinder, close the shutter&& eigh the pouring cylinder $ith remaining sand&*easurement of Soil Density.& lean and level the ground $here the eld density is required&4& !ill the pouring cylinder $ith dry sand $ithin about .&/ cm of the top and $eigh it&5& Alace the metal tray $ith the central hole over the portion of soil to be tested&6& O"cavate the soil appro"imately ./ cm dia and .0 cm deep $ith bent spoon& #hehole

in the tray $ill guide the diameter of the hole to be made in the soil&0& ollect the e"cavated soil in the metal tray, $eight it to the nearest gram&1& Determine moisture content of the e"cavated soil&H& Alace the pouring cylinder over the hole so that base of the cylinder over

oncentrically&2& ;pen the shutter and allo$ the sand to run out into the hole& hen there is no

*ovement of sand, the shutter is closed&& Cemove the cylinder and $eight it&Pre#a)$ion.& f for any reason it is necessary to e"cavate the holes to depth other than .0cm,the

calibrating cylinder should be replaced by one of the depth $hich is the same asthe hole to be e"cavated&4& ase should be taken in e"cavating the hole to that it is not enlarged by leveringthe

dibber against the side of the hole, as this $ill result in lo$er density beingrecorded&5& 3o lose material should be left in the hole&6& nitial height of sand in the pouring cylinder should be kept same duringcalibration

and density determinations&0& #here should be no vibrations during this test&1& Since dry density of soils varies from point to point, it is necessary to repeat thetest

at several point, it is necessary to repeat the test at several points and toaverage




the result&

O*ser+a$ions an! Cal#)la$ion.& Onter all the readings in table 4, 5 and 64& <ulk density of sand is calculated as sho$n in table 4& #his density is used in

determining the volume of the hole made in the soil&5& #able 6 sho$ the calculations of $et density, dry density, void ratio and degree of

saturation of the soil&6& 'bove Oquations are used to calculate the dry density, void and degree of

saturationrespectively

TA0E&,Soil Sample 6o7 Caliration of Apparat' Date

Sr7

6o7

Determination 6o71 2

1 ?ol'me of Calirating Container( ? gm4

2 !a of )o'ring Cylin"er: San"( W1gm4

efore )o'ring In the Caliration Cylin"er4

3 !a of )o'ring Cylin"er :San" W2 gm4

After )o'ring In the Caliration Cylin"er4

$ !a of )o'ring Cylin"er :San" W3 gm4

After !a*ing the an" cone on flat 'rface4

5 !a of an" for filling the calirating

cylin"er an" cone gm4

W$ W1-W24

, !a of an" for ma*ing the cone only gm4

W5 W2-W34

. !a of an" in the calirating cylin"er only

gm4 W, W$-W54

# 'l* Denity of San" ( γ " W, ;? gm;cc4

TA0E&-Soil Sample 6o7 Water Content Determination Date

TA0E&4


/.N. De$ermina$ion No. 1 , -/. ontainer 3o&/4 *ass of container $ith lid& .%gm)/5 *ass of container $ith lid > $et soil,4%gm)/6 *ass of container $ith lid > dry soil,4%gm)

/0 *ass of $ater, $ + 4 7 5%gm)/1 *ass of dry soil, s + 5 7 .%gm)/H *oisture content, + K4 7 5 ( 57.M " .//,

%?)



Soil Sample 6o7 Sand R'pla('9'n) M')hod Date

Sr7 6o7

Determination 6o71 2 3

1 !a of )o'ring Cylin"er: San"( W1gm4

efore )o'ring In the Caliration Cylin"er4

2 !a of )o'ring Cylin"er :San" W2 gm4

After )o'ring In the Caliration Cylin"er43 !a of )o'ring Cylin"er :San" W3 gm4

After !a*ing the an" cone on flat 'rface4

$ !a of an" 'e" in the hole an" conegm4

W$ W1-W24

5 !a of an" in the Cone only gm4

W5 W2-W34

, !a of an" in the hole only gm4

W, W$-W54

. ?ol'me of San"( ? W,;γ " from /ale 24

# !a of /ray : Ecavate" Soil( W. gm4+ !a of /ray Jnly( W# gm4

1 !a of Ecavate" Soil( W W.-W#4 gm4

e'lt

1 Wet Denity γ t4 1 ; .4 gm;cc4

2 Dry Denity γ "4 γ t ; 1:84

gm;cc4

3 ?oi" atio( e G γ 8 4 ; γ "-1$ Degree of Sat'ration( S 87G ;e4 1 <4

Res)l$:

n7situ density of soil by.& ore cutter + 777777777777 gm(cc27 Sand replacement + 7777777777 gm(cc




EXPERIMENT NO.

+OMPA+TION TESTAim:

%i) #o determine the optimum moisture content and ma"imum dry density of a soilby

proctor test&%ii) #o plot the cure of zero air void&

Theor an! A""li#a$ionompaction is the process of densication of soil mass by reducing air voids&

#his process should not be confused $ith consolidation $hich is also a process beconfused $ith consolidation $hich is also a process of densication of soil mass butcontinuously acting static load over a long period& #he degree of compaction of a soilis measured in terms of its dry density #he degree of compaction mainly dependsupon its moisture content, compaction energy and type of soil& !or a givencompaction mainly depends upon soil & !or a given compaction energy every soilattains the ma"imum dry density at a particular $ater content& n the dry side, $ater

acts as a lubricant and helps in the closer packing of soil grains& n the $et side,$ater starts to occupy the space of soil grains and hinders in the closer packing of grains&

A""li#a$ionompaction of soils increases their density, shear strength bearing capacity butreduces their void ratio, porosity, permeability and settlements& #he results of this




test are useful in the stability of eld problems like earthen dams, embankments,roads and airelds& n such constructions, the soils are compacted& #he moisturecontent at $hich the soils are compacted in moisture content at $hich the soils arecompacted in the eld is controlled by the value of optimum moisture contentdetermined by the laboratory proctor compaction test& #he compaction energy to begiven by the eld compaction energy to be given by the eld compaction unit is alsocontrolled by the ma"imum dry density determined in the laboratory& n other $ords,

the laboratory compaction specication for eld compaction of soils&

A""ara$)sSpecial.& ylindrical mould %capacity ./// cc, internal dia .// mm& e:ective height .4H&5mm)

ylindrical mould %capacity 440/cc, internal dia .0/ mm& e:ective height.4H&5/m&m)4& Cammer for light compaction %face diameter 0/ mm mass of 4&1 kg free drop 5./

mm) or Cammer for heavy compaction %face diameter 0/ mm mass of 6&2 kgfree

drop 60/ mm) &5& *ould accessories %detachable base plate removable collar)6& &S& serves %4/ mm, 6&H0mm)General.& <alance %capacity ./kg, sensitivity .gm)4& <alance %capacity 4//kg, sensitivity /&/.gm)5& Drying oven %temperature ./// to ../ )6& Desiccators0& Drying crucibles1& Graduated EarsH& Straight edge2& arge mi"ing pan& Spatula./& Scoop

Pro#e!)re.& #ake about 4/ kg for .//cc mould or 60 kg for 440/ cc mould of air dried and mi"ed soil&4& Sieve this through 4/mm and 6&H0 mm sieves&5& alculate the percentage retained on 4/ mm and 6&H0mm sieves and passingfrom

6&H0 mm sieve& Do not use the soil retained on 4/ mm sieve&6& Nse a mould of ./ cm diameter if percentage retained on 6&H0mm sieve is less than 4/ or use a mould of .0cm diameter if percentage retained on 6&H0 mmsieve

more than 4/&0& *i" the soil retained on 6&H0 mm sieve and passing from 6&H0 mm sievethoroughly

in the proportion obtained in step5




1& #ake about 4&0kg of the soil for ./// cc mould or take about 4&2 kg or the soil for./// cc mould or 1&0kg for 440/ cc mould for heavy compaction&

H& 'dd $ater to it bring its moisture content to about 6? in coarse grained soils and2?

in ne grained soils2& lean, dry and grease lightly the mould and base plate& eigh the mould $ithbase

plate&& !it the collar and place the mould on a solid base&./& !or light compaction, compact $et soil in three equal layers by the rammer of mass

4&1 kg and free fall 5. cm $ith 40 evenly distributed blo$s in each layer for ./cm

diameter mould and 01 blo$s for .0cm diameter mould& 'lternatively for heavycompaction compact the soils using the rammer of mass 6&2 kg and free fall 60

cmin ve layers& Oach layer being given 40 blo$s for ./ cm diameter mould and 01blo$s for .0 cm diameter mould&

..& Cemove the collar and trim o: the soil 8ush $ith the top of the mould& nremoving

the collar rotate it to break the bond bet$een it and the soil before lifting it o: the

mould&.4& lean the outside of the mould and base plate, $eigh the mould $ith soiland base

plate&.5& Cemove the soil from the mould and obtain a representative soil sample from the bottom middle and top for $ater content determination&.6& eigh the drying crucible $ith samples and put samples and put in the dryingoven

at temperature ./0/c to ..// c or 46 hours&.0& Cepeat the above procedure $ith H,./,.5,.1,.,44? of $ater contents on coarse grained fresh soil samples and ..,.6,.H,4/,45 and 41? of $ater contents of ne

grained fresh soil samples appro"imately&.1& 3e"t day rst $eigh the crucibles $ith dry soil samples and then the empty

crucibles&




S1 :

8G

Ga 8"

!ig& ompaction *ouldPre#a)$ions.& 'dequate period is allo$ed for mi"ing the $ater $ith soil before compaction4& #he blo$s should be uniformly distributed over the surface of each layer&5& Oach layer of compacted soil is scored $ith a spatula before placing the soil forthe

succeeding layer&6& #he amount of soil used be Eust sucient to ll the mould i&e& at the last layer the

Surface of the soil should be slightly %0mm)above the top rim of the mould&0& *ould should be placed on a solid foundation during compaction&

O*ser+a$ions an! Cal#)la$ion.& Onter all observations in table . and calculate the $et density&4& alculate the dry density by using the equation

here γ d + dry density %g(cc)γ t + $et density %g(cc)@ $ + $ater content

5& Alot the $ater content on W7a"is and dry density on Z7a"is dra$ the smooth curve,called the compaction curve&

6& alculate the dry density at .//? saturation&

Gs + specic gravity of soil grains + ater contentγ $ + unit mass of $ater %.g(cc) S + Degree of saturation %one for fully saturated soils)

0& Alot the .//? saturation or [ero 'ir Foids curve on the same graph&1& Cead the point of ma"imum density from compaction curve&H& alculate the degree of saturation at optimum moisture content using aboveequation

TA0LE "#


Soil retaine" on 2mm ieve <4 Soil retaine" on $7.5mm ieve <4

Soil paing from $7.5mm ieve <4

Specific Gravity of oil /ype of tet

Diameter of mo'l"( " cm4 Wt7of rammer

Feight of mo'l"( h cm4 6o7 of layer




?ol'me of mo'l"( ? cm34 6o7 of lo8;layer !a of mo'l"( W gm4

Sr7 6o7 Determination 6o7 1 2 3 $ 5

1 !a of mo'l" : compacte" oil gm4

2 !a of compacte" oil Wt gm4

3 Wet Denity( γ t Wt ;? gm;cc4

$ Cr'cile 6o7

5 !a of Cr'ile : Wet oil gm4

, !a of Cr'cile : "ry oil gm4

. !a of 8ater 5-,4

# !a of Cr'cile gm4

+ !a of "ry oil gm4 ,-#4

1 Water Content( 8 .;+ 1 <4

11 Dry Denity( γ " γ t ; 1:84 gm;cc4

12 Dry Denity at 1< Sat'ration gm;cc4

RESULT*

17 Jptim'm !oit're Content ----------- <27 !aim'm Dry Denity ------------- gm;cc

37 Degree of Sat'ration at J!C-------- <

EXPERIMENT NO. 3FUN+ONFINED +OMPRESSIVE STRENGTH OF SOIL

Aim: %a) #o determine the unconned compressive strength of cohesive soilsample& %b) #o determine sensitivity of the soil sample& %c) #o determine shear parameters of the soil sample&

Theor




#he unconned compressive strength is dened as the ratio of failure load tocross section area of the soil sample if it is not subEected to any lateral pressure,

here qu + Nnconned compressive strength A + !ailure load ' + orrected area at failure

3o$,

here 'o + initial area ξ + Strain

'gain

here ∆ + hange in length o + initial length of the sample

#his test is undrained@ sine the rate of supplying load is so test that no pore$ater in allo$ed draining and pore $ater pressure does not dissipate& Sensitivity isdened as the ratio of unconned compressive strength of undisturbed soil sampleto the unconned compressive strength of remoulded sample at constant moisturecontent&

ohesion of the soil sample may be calculated by using the follo$ing relations σ. + σ5 tan4 α > 4c#an α

here σ. + maEor principal stress at failureσ5 + maEor principal stress at failureα + failure angle $ith maEor principal plane

+ 60 > φ ( 4 %φ+ angle of internal friction)n unconned compression test σ5 + /, σ. + qu

-ence qu + 4c tan %60 > φ(4)

f Soil sample is fully saturated and no drainage is allo$ed, then φ = 0 , therefore




Shear strength of soil is estimated from coulomb9s equation=

τt + c >σef tan φ

Where τt + shear resistance σef + e:ective normal stress f φ = 0

τt + c

A""li#a$ion #his is the simplest quickest test for determining cohesion and shear strength

of cohesive soils& #hese values are used for checking the short term stability of foundation and slopes, $here rate of loading is fast but drainage is very slo$ Soilconsistency can easily be kno$n from the value of unconned compressive strengthfrom the follo$ing table=

TA0ES3 Qu, k3(cm4 Rg( cm4 Soil

consistency/. 4&0 U /&40 Fery Soft/4 4&0 to 0&/ /&40 to /&0 Soft/5 0&/ to ./&/ /&0 to .&/ *edium/6 ./&/ to

4/&/.&/ to 4&/ Sti:

/0 4/&/ to6/&/

4&/ to 6&/ Fery Sti:

/1 U 6/&/ U 6 -ard

Sensitivity is a very useful factor to kno$ the e:ect of remolding on shearstrength of cohesive soils& Cemolding of soil is very common during pile driving ande"cavation& Generally soils having sensitivity less than four are considered good forthe construction purposes&

Soils are designated as follo$s $ith respect to sensitivity

S3 Sensitivity

Designation

/. . J 6 3ormal/4 6 7 2 Sensitive/5 2 J .0 O"tra

sensitive/6 V .0 Quick

#he follo$ing t$o methods are discussed to determine the compressive strength f soil.& ompression machine $ith proving ring as load measuring device&4& Scre$ Eack $ith spring compression as load measuring device&

A #om"ression Ma#hine %i$h Pro+ing ring as 0oa! meas)ring De+i#e

A""ara$)s




Special.& ompression machine4&Aroving ring of capacity 0// 3 and ./// 3 $ith least count .&/ and /&4 3respectively&5& Dial gauge of least count /&/. mm6& Split mould of internal dia 52 mm and length H1mm0& Sampling tube of internal dia 52 mm and length 4// mm&

1& Sample e"tractorGeneral.& Stop $atch4& Fernier caliper and scale5& Rnife6& <alance of accuracy /&. gm0& Grease or oil&

Pro#e!)re.& Nndisturbed J Aush the sampling tube into in to the clay samples& Cemove the

sampling tube along $ith the soil&4& Saturate the soil sample in sampling rube by a suitable method if possible&5& oat the inside of the split mould $ith a thin layer of the soil&6& O"trude the specimen from the sampling tube to the split mould $ith the help of

sample e"tractor and knife&0& #rim the t$o ends of the mould sample1& eight the soil sample and the mould&H& Cemove the sample from the mould by splitting it in t$o parts&2& *easure the length and diameter of the specimen&& Alace the specimen on the bottom plate of the compression machine&./& Caise the bottom plate of the machine to make contact of the specimen $ith the

upper plate&..& 'dEust the strain dial gauge and proving dial gauge to read zero&.4& 'pply the compression load by raising the bottom of the machine to producea"ial

strain at a rate of to per minute&.5& Cecord the strain and proving ring dial gauges readings every 5/ seconds&.6& ompress the specimen till it fails or 4/ ? vertical deformation is reached$hichever

is earlier&.0& 3ote the least count of strain dial gauge in mm(div& 'nd load dial gauge in kg(div&.1& *easure the failure angle from horizontal if possible especially if soil sample isnot

fully saturated&.H& Determine the moisture content of the specimen&

Pre#a)$ions.& #he specimen should be handled carefully to prevent disturbance, change indensity

or loss of moisture& oss of moisture during the testing may be checked by sealing the specimen $ith rubber membranes&




4& #$o ends of the specimen should be perpendicular to the long a"is of thespecimen&5& #he seating of the sample should be proper on the upper and lo$er plates&6& #he loading of the sample should be at constant rate&0& Cemolded specimen should be prepared at the same moisture content and density as of undisturbed sample&1& f degree pf saturation is less than .//? don9t forget to measure the failure angle&

H& #he sample should al$ays be pushed in the sampling tube or the mould along thesame direction in $hich it enters the same direction in $hich it enters the tube in

theeld&

2& Do not interchange the least count and observations of deformation dial gauge$ith

proving ring dial gauge&

O*ser+a$ions an! Cal#)la$ions.& alculate the strain and stress as sho$n in observation table4& Alot the stress7 strain curve on graph sheet taking strain on "7a"is and stress on y7 a"is5& #he ma"imum value of stress from this plot gives the value of the unconned

strength& here no ma"imum is observed& Stress at 4/?train $ill give theunconned compressive strength&

6& alculate the sensitivity of the specimen&

0& f failure angel %α) has been measured, calculate the angle of internal frictionφu + %α760) W4

1& alculate the value of cohesion u

u + qu ( 4 if sample is fully saturated

u + qu ( 4 tan α if sample is partially saturated

H& Cead soil consistency and designation from table

TA0E 31Soil Sample 3o& DateS!/ No T=p' o: Sa9pl'




t .4

$4

Water contentW 14- 114

114 @ 124

0n"it're" emol"e"

1 Initial length of the pecimen( %o mm4

2 Initial "iameter of the pecimen ( mm4

3 Initial area of the pecimen( cm24

$ Initial vol'me of the pecimen ( ?o cm34

5 !a of the pecimen : mo'l" gm4

, !a of the mo'l" gm4

. !a of the pecimen ( W 54 @ ,4 gm4

#Denity of the pecimen ( gm; cc4

+ Cr'cile 6o7

1 !a of cr'cile : 8et oil gm4

11 !a of cr'cile : "ry oil gm4

12 !a of cr'cile gm4

13 H 1 <4

1$ ?oi" ratio(eG1:84γ 8 - 1γ t

15Degree of at'ration( SGW H1 <4

e

TA0E 3, ;a<Soil Sample 3o& Date

i& #ype of specimen J %Nndisturbed( Disturbed) +ii& east ount of deformation dial gauge %mm(div&) +iii& Aroving ring constant %3(div&) +

Sr7

6o

7

Elape"

/ime

min4

Deformation K%4Strainξ4 %;%

Correcte" Area

cm2

4%oa" Compreive

Stre6;mm24"iv7 mm Ac A;1-ξ4 "iv7 6

# 4 6 > 8 6? L/+ @ $ B 8 . iii C8 B $

1

2

3

$

5

RESULT

17 0nconfine" Compreive Strength &' 6;cm24

27 Strain at fail're <4

37 Angle of Internal friction L' $7 Soil Conitency

57 Senitivity an" Deignation

FIGURE




Fig/ Un(on:in'd +o9p!'ssi' S)!'ng)h T's) Appa!a)s




EXPERIMENT NO. 13

DIRE+T SHEAR TEST

Aim: #o determine shear strength parameters of the given soil sample at kno$ndensity and moisture content by direct shear test&

TheorShear strength of a soil has its ma"imum resistance to shearing stress at failure onthe failure plane& Shear strength is composed of%i) nternal friction $hich is the resistance due to friction bet$een individual particlesat their contact points and interlocking of particles&%ii) ohesion $hich is resistance due to interparticles forces $hich tend to hold theparticles together in a soil mass& oulomb has represented the shear strength of soilby the equation=

τt + c > σn tan φhere τ t + shear strength of soil

+ shear stress at failure

+ ohesion σn + #otal normal stress on the failure plane φ + 'ngle of internal %shearing) friction

#he parameters c and φ are not constant for type of soil but depend on itdegree of saturation and the condition of laboratory testing& #here are three types of laboratory test&

%a) Nndrained #est J$ater is not allo$ed to drain out during the entire test, hencethere is no dissipation of pressure& %b) onsolidate under the initially applied normal stress only, hence drainage ispermitted& <ut no drainage is allo$ed during shear& %c) Drained #est\ Drainage is slo$ed throughout the test during the applicationof normal and shear stresses, 3o pore pressure is set7up at any stage of the test&

oulomb9s shear strength equation has been modied on the concept of porepressure development& *odied equation is τ t + c9 > σ 9 tan φ

;r τ t + c9 > %σ−u) tan φ here c9 + e:ective cohesion

σ 9 + e:ective normal stress u + pore pressure




σ + total normal stress φ + e:ective angle of shearing resistance

A""li#a$ions #he purpose of direct shear test is to get the ultimate shear resistance, peak

shear resistance cohesion, angle of internal friction φ and shear stress straincharacter of soils&

Shear parameters are used in the design of earthen dams and embankments& #hese are used in calculating the bearing capacity of soil foundation systems&Aarameters help in estimating the earth pressures behind the retaining $alls& #hevalues of these parameters are also used in checking the stability of natural slopes,cuts and frills&

A""ara$)sSpecial.& Shear bo" %3on7 corrosive meal, size 1/ mm W 1/mm W 0/mm)4& ontainer for shear bo"&5& Grid plates %t$o plain and t$o perforated, depth of serrations .&0mm)6& <ase plate %non7corrosive metal $ith cross7grooves on its top face)0& Aorous stone %t$o, 1 mm thick)&1& oading pad&H& oading frame&2& oading yoke&

& Aroving ring $ith dial gauge %capacity .&074&/* accuracy of dial gauge /&//4mm)&./& ;ther accessories %t$o "ing scre$s, t$o spacing scre$s)..& Static( dynamic compaction device %for remoulded samples)General=.& Sample trimmer4& Stop clock5& <alance %capacity .kg sensitivity /&. gm capacity .1/ gm sensitivity /&/.)6& Spatula and straight edge&0& Drying crucibles&1& Drying ovenH& Scale&

2& Desired $ater %for saturated samples)&& Dial gauges %t$o, sensitivity /&/. mm)./& eights..& ;ven

Pro#e!)re.& Arepare a soil specimen of size 1 cm W 1cm W 4 cm either from undisturbed soilsample or from compacted and remoulded sample




4& !i" the upper part of the bo" to the lo$er part by the "ing scre$s& 'ttach thebase plate to the lo$er part&5& Alace a porous stone in the bo"&6& !or undrained test, place the grid on the stone, keeping the serrations of the gridat right angle to the direction of shear& !or consolidated undrained and drained testsuse the perforated grid in place of plain grid&1& eigh the bo" $ith base plate, porous stone and grid

H& #ransfer the soil specimen prepared in step in the bo"&2& eigh the bo" $ith soil specimen& Alace the upper grid, porous stone and loading pad in the order on soil specimen&./& Alace the bo" inside the container and mount it on loading frame&..& <ring the upper half of the bo" in contact $ith proving ring assembly& ontact is

observed $ith proving ring assembly& ontact is observed by a slight movementof

proving ring dial gauge&.4& !ill the container $ith if soil is to be saturated&.5& *ount the loading yoke on the ball placed on the loading pad&.6& *ount one dial gauge on the yoke to record the vertical movement and other dial gauge on the container to record the shear movement&.0& Aut the $eights on the loading yoke to apply the normal stress of intensity4&03(cm4

'dd the $eight of yoke also in estimating the normal stress intensity&.1& !or consolidated undrained fully under this normal load& #his step is avoided for

undrained test&.H& Cemove the "ing scre$s from the bo" and raise slightly the upper half bo" $iththe

help of spacing scre$s& Cemove the spacing scre$s also&.2& 'dEust all the three dial gauges to read zero&.& Shear load is applied at a constant rate of strain4/& Cecord readings of proving ring dial gauge and vertical and shear movement dial gauges at every half minute&4.& ontinue the test until the specimen fails44& Cepeat the test on identical specimen under increasing normal stress /&0,.,4 and 6 kg(cm4

45& Determine the moisture contents of the specimen before and after the test&




Area of the hear o

Weight of yo*e : normal loa"

@ig. /hear o= Tes$

Pre#a)$ions. <efore starting the test upper half of the bo" should be brought in contact of the

proving ring assembly4& <efore subEecting the specimen to shear, the "ing scre$s should be taken out&5& Spacing scre$s should also be removed before shearing the specimen&6& #he vertical stress on the sample should remain uniform, vertical and constantduring

the test&0& #he rate of strain should be constant throughout the test&1& #he shearing strain and stress should be applied in the same plane as the dividing plans of the t$o part of the bo"

H& 3o vibrations should be transmitted to the specimen during the test&2& !or drained test, the porous stones should be deaired and saturated boiling&& Do not forget to add the self $eight of the loading yoke in the vertical loads./&Do not mi" $ith each other the least counts and readings of the three dialgauges&

O*ser+a$ion an! Cal#)la$ion.& alculate the normal stress by dividing the total normal load $ith the area of the

shear bo"& 3ormal stress,

4& alculate the normal displacement by multiplying the normal dia gauge divisions$ith

the least count of that dial gauge&5& alculate the shear displacements by multiplying shear dial gauge division $iththe

least count of the dial gauge6& alculate the shear strains by dividing the shear displacement $ith the length of the

specimen&Geotechnical Engineering- I



" 1:81

0& alculate the shear force by multiplying the proving ring dial gauge division $iththe

proving ring constant&1& alculate the shear stress by dividing the shear force $ith the shear area %equalto

area of shear bo"&)H& Nse sheet 5 Kgraph paperM to dra$ the shear stress7strain curves, taken shear

strainon W7a"is, corresponding to each normal stress&

2& Cead the ma"imum value of shear stress if failure has occurred, other$ise readthe

shear stress at 4/? strain $hich is dened as failure shear stress&& Nse sheet 6 Kgraph paperM to plot the normal stress on W7a"is and corresponding

shear stress at failure on Z7a"is& Toin the points by smooth curve& #his is dened as the shear strength envelope&./& Cead the slope of the line, $hich is dened as the angle of shearing resistanceand

the intercept of the line $ith Z7a"is the cohesion of the soil&

TA0LE #


i4 Size of o(cm4 iii4 /hic*ne of ample( cm

ii4Area of o(cm4 iv4?ol'me of the amplecm34

S! No/ T's) No/ # 4 6 > @

efore /et

1 !a of o gm4

2 !a of o : oilgm4

3 !a of oil 'e" (24-14 gm4

$ Denity of Soil(M34;iv4g;cc4

5 !a of "rying cr'cile 8ith no7 gm4

, !a of cr'cile : 8t7 oilgm4

. !a of cr'cile :"ry oilgm4

# !a of 8ater( 88 ,4-.4( gm4

+ !a of "ry oil( W.4-54 gm4

1 Water content(81 #4;+4 gm4

11 Dry "enity( g;cc4

12 !a of cr'cile 8ith no7 gm4

13 !a of cr'cile: 8et oil gm4




1$ !a of cr'cile: "ry oil gm4

15 Water content(82 134-1$4;1$4-124

D'ring /et

1, !a of yo*e : normal 8eight 64

1. 6ormal tre(σ6;cm24

1# Shear force at fail're(64

1+ Shear tre at fail're(τf 6;cm24

TA0LE 4


17 %eat co'nt of normal "ial ga'ge( mm;"iv4

27 %eat co'nt of hear "ial ga'ge( mm;"iv4

37 )roving ring contant( 6;"iv4

$7 6ormal 8eight :8eight of yo*e( 64

57 Area of o cm24

,7 6ormal tre applie"(σ 6;cm24


Elape"/ime

Shear "iplacementShear train

6ormal"iplacement

Shear 9orce

Shear

Stre

τ6;cm2

Div mm Div mm Div

6

# 4 6 > @ $ B C



RESULT

17 Angle of Internal 9riction Φ4 "egree4

27 Coheion c4 6;cm24

EXPERIMENT NO. 11

TRIA.IAL SHEAR TEST

O*e#$: #o determine shear strength parameter i&e& angle of shearing resistance and

cohesion of a given soil sample&

Theor #he strength parameter namely the cohesion %c) and angle of shearing

resistance %Φ) are determined both by laboratory and eld tests& n the laboratory,unconned compression test, direct shear test, vane shear test and #ria"ialcompression test are used& n the eld, plate load test, large direct shear test, largevane shear test and block shear test may be performed& Selection of the suitablemethod $ill depend upon the type of soil and eld condition& #ria"ial tests are




superior $here conning stress is to be applied and the plain of shear failure is notpredetermined& Cefer e"periments on direct shear test and unconned compressiontests for details&

!or determining c and Φ *ohr9s circles are dra$n, then strength envelope isobtained& Slope of this envelop $ill represent the angle of shearing resistance andintersection $ith ordinate %y7 a"is) $ill give the cohesion&

A""li#a$ions

n deep foundation, conning pressures play the signicant role in changingthe behavior of soils& Similarly in the high rise earth dam& #he conning pressure areof very high magnitude& #ria"ial test is the only test to simulate these conningpressures& !or short term stability of foundation, dam and slopes, shear strengthparameter for unconsolidated untrained or consolidated untrained condition areused, $hile for lading term stability shear parameter corresponding to consolidateddrained condition $ill give more reliable results& 'll such special condition can beachieved in #ria"ial tests&

A""ara$)sSpecial.& #ria"ial test cell $ith base, Aerspe" cell and head&4& ompression machine %speed /&/0 to H&0 mm@ capacity 0/k3)5& ateral pressure assembly %accuracy /&0 3( cm4 $ith a pressure gauge)&6& Aroving ring %for lo$ strength soils= capacity . R3 sensitivity 43@ for high strength

soils= capacity ./ R3 sensitivity ./3)0& Cubber membranes1& *embranes stretchH& Cubber ; rings

2& Split mould 5&2. cm dial and H&14 cm height&

General.& Desired $ater supply4& Facuum pump5& Aorous stone6& <alance %/&. gm and /&/. gm sensitivity)0& Drying oven

1& DesiccateH& Dry crucibles2& Scale and venire calipers& Dial gauge %/&/. mm accuracy)./& Spoon..& Stop $atch.4& Folume change burette 40c&c&

Pro#e!)reDry samplesGeotechnical Engineering- I



.& Aut a non7 porous cap on the bottom pedestal and the rubber membrane slid overit and tie it $ith the bottom pedestal of the base by ; Jring&4& Auttee spite mould over the and the rubber membrane taking through it insideand stretch over it at the top&5& eigh the in the dish to make a sample required dry density&6& !or dry samples, allo$ the soil to fall freely and rapidly from a tunnel& !or densesample pour the soil in the mould in layers and compact it by temping $ithout

rupturing the membranes& 'fter the required $eight of sand has been used, level thetop, place the solid cap over it and seal by ;7 rings0& ;perate vacuum pump and carefully remove the split mould $ithout Earring thesample&1& 'ssemble the call and ll it $ith $ater to e"ert a conning pressure %cell orchamber pressure) of the order of 03 ( cm4&H& Caise the lading plate7form of the compression machine to bring the ram incontact $ith the lading cap&2& Set the dial gauge on proving ring zero to compensate for the load7 due to cellpressure and piston friction&& Set the strain dial gauge o zero Eust as the ram touches the sample cap&./& #ake reading of proving ring at the internal of 40 divisions %/&40mm) till samplefail or 4/ percent strain in achieved&..& *ake a sketch of the failure of the specimen&.4& Cepeat the test for higher cell pressure such as ./, .0, 4/, 5/, and 6/ 3 ( cm4 atthe same initial dry density of sand&Saturated sample.& onnect the outlet at the base of the cell to a burette for volume change themeasurements& Cun the $ater from the burette o remove all air in the line by8ushing&4& Aut a porous cap on the pedestal&5& Seal the rubber membrane to the pedestal $ith sealing ring&6& Alace the split mould in position and take the membrane through it inside andstretch on the top&0& !ill the membrane $ith desired $ater&1& eigh the required amount sand and drop in to the $ater $ithout entrapping air&H& 'fter lling the required $eight of sand, level the top&2& Aut solid cap and seal it by ;7 rings&& o$er the burette and apply the slight vacuum&./& Cemove the slit mould and measure the dimensions of the sample&..& 'ssemble the cell and ll it $ith $ater&.4& 3ote the initial readings of the burette&.5& 'pply the cell pressure equal to 0 3 ( cm4&.6& 3ote the reading of the burette&.0& Caise the loading platform of the compression machine to bring the ram incontact of the loading cap&.1 Set the dial gauge on the proving ring to read zero& #his $ill compensate for theload due to cell pressure and piston friction&.H& #he strain dial is adEusted to read zero& .2& Start the machine to apply the normal load& #ake reading of proving ring andburette at interval of 40 divisions %/&40mm) till sample fails or 4/ percent strain inapplied&




.& *ake a sketch of failed specimen and measure nal dimensions&4/& Cepeat the test for higher cell pressure at the same initial density of sand&

Pre#a)$ions.& t is an essential to maintain the same initial density of sand in all the test usingdi:erent lateral pressure& Small deference $ill rustle in appreciable errors thema"imum failure stress&

4& During compaction sand in the mould, if rupture of membrane takes place, thetest should be repeated $ith ne$ membrane&5& !or test on saturated sand, there should be no bottom of the sample to theburette as the easy 8o$ of $ater $ill be prevented6& During compaction sand, the rate of testing is slo$ so that no e"cess porepressure is generated0& #he mould should be removed carefully@ it should not give any Ear on the sample1& !riction due to end cap should be minimumH& #here should no leakage through the cell2& During entire period of the test, conning pressure sho'l" e *ept contant7

Fig!'




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