1.effect of nanomaterial on soil properties

8/9/2019 1.Effect of Nanomaterial on Soil properties

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ANNA NIVERSITY ! CHENNAI 600 02"

BONAFIDE CERTIFICATE

Certified that this project report #EFFECT OF NANOMATERIALS ON

SOIL PROPERTIES$ is the bonafide work of HEMALATHA .D

KANIMALAR .R$ who carried out the project work under my supervision.

SIGNAT RE SIGNAT RE

DR.G.PRINCE AR LRAJ% DR. G. PRINCE AR LRAJ

HEAD OF THE DEPARTMENT S PERVISOR

Professor & Dean

Department of Civil Engineering Department of Civil Engineering

!"! College of #echnology !"! College of #echnology

Coimbatore $ % Coimbatore ' %

CE(#)*)ED #+,# #+E C,"D)D,#E! -,! E ,/)"ED 01 2! )"3)3,34CE E ,/)",#)4" +E5D 4" 666666666 ,# !"!C455E7E 4* #EC+"454718 C4)/0,#4(E'9:;


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ABSTRACT

,n e=perimental investigation on addition of nanomaterials on the behavior of

soil has been carried out. , soil belonging to uniformly graded silt has been

considered for the investigation. #he "anomaterials considered were "ano

/etakaoline and "ano *lyash. , mi=ture of


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LIST OF TABLES

TABLE NO TITLE PAGE NO

#able A.; 3alues of k for 2se in E@uation for Computing Diameter %B

of Particle in +ydrometer ,nalysis

#able A.A 3alues of Effective Depth 0ased on +ydrometer and %

!edimentation Cylinder of !pecific !i es

#able %.; !ieve ,nalysis on !oil ;

#able %.A !ieve ,nalysis on soil with ;? "ano /etakaoline %

#able %.% !ieve ,nalysis on !oil with ;? "ano *lyash

#able %.: 5i@uid 5imit on soil 9V L >F; X G where is

PoissonHs ratio which must be smaller than


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#his can be done without change of stress as a rigid body rotation can occur without any

deformation and therefore re@uires no stresses. #hus the mechanism of a toppling book row

is produced just as a row of books in a book case will topple if there is insufficient lateral

support. )f it is desired that the mechanism of toppling of a row of books is prevented a large

lateral stress must be applied which may be generated by two heavy book ends or by

clamping the books between the two sides of the book case. 2sing this analogy it may be

considered that the mechanism of *igure ;.9 can be prevented by applying a high hori ontal

stress. )f the hori ontal normal stress is larger than the vertical normal stress for instance

because the sand has been densified by strong vibration the state of stress on a hori ontal

plane will become critical before a vertical plane. #he stresses V = and V acting on a

hori ontal plane will reach the critical ratio tan before the stresses V = and V== acting on

Fi 1.: S;i,in n H


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framework for the goals of nanotechnology beginning with the ; 9 publication of the book

Engines of Creation . )n brief the technology enables us to develop materials with improved

properties or it can be used to produce a totally new material.

"anotechnology deals with particle at nano'scale i.e. ;< ' m. ,t nano scale8 the world is

different from macro scale8 e.g. the gravity becomes unimportant electrostatic forces take

over and @uantum effects emerge. ,s particles become nano'si ed the proportion of atoms on

the surface increases relative to those inside leads to nano'effects8 however that ultimately

determine all the properties that we are familiar with at our macro'scale8 and this is where

the power of nanotechnology comes in. *ollowing are the major application of

nanotechnology in the field of F iG nanomedicine FiiG Environment FiiiG Energy FivG

nanobateries FvG )nformation and communication FviG +eavy industry etc. )n recent yearsnanotechnology is also gaining popularity in the field of Civil Engineering and construction.

1.9 N'n -/ 5n ; > in C n)-< -i n

#he use of nanotechnology in construction involves the development of new concept and

understanding of the hydration of cement particles and the use of nano'si e ingredients such

as alumina and silica and other nanoparticles. -ith the help of nanotechnology concrete is

stronger more durable and more easily placed steel is made tougher glass is self cleaningand paints are made more insulating and water repelling.

Fi 1. C n /=- '; ,i' )-/?) )5 (in ->=i ';

,i?/n)i n) ;/n -5% (i,-5% 'n, )/='


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ability to break down dirt or pollution and then allow it to be washed off by rain water on

everything from concrete to glass and the latter is being used to strengthen and monitor

concrete. Carbon nanotubes F CNTs G are cylindrical in shape with diameter in nanometers and

length can be in several millimeters as shown in *ig. ;. . -hen compared to steel the

1oungHs modulus of CNTs is times strength is times while the densite is ;>9th times.

,long the tube a=is the thermal conduction is also very high. #itanium dio=ide is widely used

as white pigments. )t can also o=idi e o=ygen or organic materials therefore it is added to

paints cements windows tiles or other products for sterili ing deodori ing and anti'fouling

properties and when incorporated into outdoor building materials can substantially reduce

concentrations of airborne pollutants. ,dditionally as TiO2 is e=posed to ! light it

becomes increasingly hydrophilic Fattractive to waterG thus it can be used for anti'fogging

coatings or selfcleaning windows.

1.9.1 N'n -/ 5n ; > 'n, C n


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rain water is attracted to the surface and forms sheets which collect the pollutants and dirt

particles previously broken down and washes them off. #he resulting concrete has a white

colour that retains its whiteness very effectively.

(esearch is being carried out to investigate the benefits of adding CNT Hs to concrete. #he

addition of small amounts F;? wtG of CNT Hs can improve the mechanical properties of

samples consisting of the main portland cement phase and water. 4=idi ed multi'walled

nanotubes F MWNT HsG show the best improvements both in compressive strength FMA

">mmAG and fle=ural strength FM ">mm AG compared to the reference samples without the

reinforcement. +owever two problems with the addition of carbon nanotubes to any material

are the clumping together of the tubes and the lack of cohesion between them and the matri=

bulk material.

,dditional work is needed in order to establish the optimum values of carbon nanotubes and

dispersing agents in the mi= design parameters. )n addition the cost of adding CNT Hs to

concrete may be prohibitive at the moment. , research stated that !elf Compacting Concrete

FSCC G is one that does not need vibration in order to level off and achieve consolidation. #his

represents a significant advance in the reduction of the energy needed to build concrete

structures and is therefore a sustainability issue. )n addition SCC can offer benefits of up to


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reduces the surface unevenness of steel which then limits the number of stress risers and

hence fatigue cracking.

-hen the tensile strength of tempered martensite steel e=ceeds ; A 'n, C '-in )

)n coatings much of the work involves Chemical 3apour Deposition F C!' G Dip /eniscus

!pray and Plasma Coating in order to produce a layer which is bound to the base material to produce a surface of the desired protective or functional properties. (esearch is being carried

out through e=periment and modelling of coatings and the one of the goals is the endowment

of self healing capabilities through a process of self'assembly8.

"anotechnology is being applied to paints and insulating properties produced by the addition

of nano'si ed cells pores and particles giving very limited paths for thermal conduction F(

values are double those for insulating foamG are currently available. #his type of paint is

used at present for corrosion protection under insulation since it is hydrophobic and repels

water from the metal pipe and can also protect metal from salt water attack. #he remarkable

properties of TiO 2 nanoparticles are being put to use as a coating material on roadways in

tests around the world. #he TiO 2 coating captures and breaks down organic and inorganic air

pollutants by a photocatalytic process Fa coating of B


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1.9.4 N'n -/ 5n ; > 'n, G;'))

*ire'protective glass is another application of nanotechnology. #his is achieved by using a

clear intumescent layer sandwiched between glass panels Fan interlayerG formed of fumed

silica F!i4 AG nanoparticles which turns into a rigid and opa@ue fire shield when heated. /ost

of glass in construction is of course on the e=terior surface of buildings and the control of

light and heat entering through building gla ing is a major sustainability issue. (esearch into

nanotechnological solutions to this centres around four different strategies to block light and

heat coming in through windows. *irstly thin film coatings are being developed which are

spectrally sensitive surface applications for window glass. #hese have the potential to filter

out unwanted infrared fre@uencies of light Fwhich heat up a roomG and reduce the heat gain in

buildingsQ however these are effectively a passive solution. ,s an active solutionthermochromic technologies are being studied which react to temperature and provide

thermal insulation to give protection from heating whilst maintaining ade@uate lighting. ,

third strategy that produces a similar outcome by a different process involves photochromic

technologies which are being studied that react to changes in light intensity by increasing

absorption. ,nd finally electrochromic coatings are being developed that react to changes in

applied voltage by using a tungsten o=ide layerQ thereby becoming more opa@ue.

1.9." N'n -/ 5n ; i/)! &'-/< P


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Fi 1.9 A,)


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1.9.: N'n -/ 5n ; > in G/ -/ 5ni '; /n in//


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diamagnetic clay minerals and to study mineral surface reactions using chemical force

microscopy.

,lthough most nanoscale phenomena have not been studied in the conte=t of geomaterials

the self'assembly of nanoparticles in a@ueous solutions involves particle'level phenomena

similar to fabric formation by clay'si e particles. Clay soil fabric formation is mineral and

pore fluid chemistry dependent. ,lthough nanotechnology applications in geoengineering are

largely e=ploratory at present other applications in geoengineering can be imagined that will

radically change practice. *or e=ample imagine building clay liners clay cores and soil

bases using engineered high surface' area mineral particles consolidated from controlled self

assembled clay aggregates to obtain macro scale behavior resulting from e=ceptional

mechanical properties Fe.g. very high ductilityGQ e=ternal friction control to facilitatecompaction while increasing long'term strength fluid sensitive porous membranes as well as

special and uni@ue chemical properties Fe.g. specie'selective diffusionGQ engineered wetting

conditions such as in "ano#urfQ altered phase e@uilibrium for fluids in small poresQ and

specified electrical properties Fe.g. e=ceptional magnetic and polar propertiesG. !ome of these

developments are already taking place for e=ample in the engineering of kaolin and

precipitated carbonates for the paper coating and paint industries.

"anoparticles might also be engineered to act as functional nanosensors and devices that can

be e=tensively mi=ed in the soil mass or used as smart tracers for in situ chemical analysis

characteri ation of groundwater flow and determination of fracture connectivity among

other field applications.

1.10 R/ i/( Li-/


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nanomaterials F


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CHAPTER 2 E8PERIMENTAL PROCED RES

2.1 SPECIFIC GRAVITY!

2.1.1 D/ ini-i n!

!pecific gravity is the ratio of the mass of unit volume of soil at a stated temperature to the

mass of the same volume of gas'free distilled water at a stated temperature.

2.1.2 S-'n,'


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FBG Empty the pycnometer and clean it. #hen fill it with distilled water only Fto the

markG. Clean the e=terior surface of the pycnometer with a clean dry cloth. Determine the

weight of the pycnometer

and distilled water - , .

F G Empty the pycnometer and clean it.

#he pyconometer set up is shown in *ig A.;

Fi 2.1 S=/ i i G)i)!

Calculate the specific gravity of the soil solids using the following

F


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2.2 SIEVE ANALYSIS!

2.2.1 P


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@+ H>,< ?/-/< An';>)i)!

F;G #ake the fine soil from the bottom pan of the sieve set place it into a beaker and

add ;A m5 of the dispersing agent Fsodium he=ametaphosphate F:< g>5GG solution. !tir the

mi=ture until the soil is thoroughly wet. 5et the soil soak for at least ten minutes.

FAG -hile the soil is soaking add ;A m5 of dispersing agent into the control cylinder

and fill it with distilled water to the mark. #ake the reading at the top of the meniscus formed

by the hydrometer stem and the control solution. , reading less than ero is recorded as a

negative F'G correction and a reading between ero and si=ty is recorded as a positive FMG

correction. #his reading is called the ero correction. #he meniscus correction is the

difference between the top of the meniscus and the level of the solution in the control jar

F2sually about M;G. !hake the control cylinder in such a way that the contents are mi=ed

thoroughly. )nsert the hydrometer and thermometer into the control cylinder and note the ero

correction and temperature respectively.

F%G #ransfer the soil slurry into a mi=er by adding more distilled water if necessary

until mi=ing cup is at least half full. #hen mi= the solution for a period of two minutes.

F:G )mmediately transfer the soil slurry into the empty sedimentation cylinder. ,dd

distilled water up to the mark.

F G Cover the open end of the cylinder with a stopper and secure it with the palm of

your hand. #hen turn the cylinder upside down and back upright for a period of one minute.

F#he cylinder should be inverted appro=imately %< times during the minute.G

F9G !et the cylinder down and record the time. (emove the stopper from the cylinder.

,fter an elapsed time of one minute and forty seconds very slowly and carefully insert the

hydrometer for the first reading. F"oteJ )t should take about ten seconds to insert or removethe hydrometer to minimi e any disturbance and the release of the hydrometer should be

made as close to the reading depth as possible to avoid e=cessive bobbingG.

FBG #he reading is taken by observing the top of the meniscus formed by the

suspension and the hydrometer stem. #he hydrometer is removed slowly and placed back into

the control cylinder. 3ery gently spin it in control cylinder to remove any particles that may

have adhered.


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F G #ake hydrometer readings after elapsed time of A and ; %< 9< minutes and

A: hours

2.2.6 D'-' An';>)i) J

@' Si/ / An';>)i)!

F;G 4btain the mass of soil retained on each sieve by subtracting the weight of the

empty sieve from the mass of the sieve M retained soil and record this mass as the weight

retained on the data sheet. #he sum of these retained masses should be appro=imately e@uals

the initial mass of the soil sample. , loss of more than two percent is unsatisfactory.

FAG Calculate the percent retained on each sieve by dividing the weight retained on

each sieve by the original sample mass.

F%G Calculate the percent passing For percent finerG by starting with ;


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Fi 2.2 Si/ / An';>)i) A=='


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*rom this the ? passing L ;


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Fi 2.7 H>,< ?/-/)i)

T'+;/ 2.2 V'; /) E / -i / D/=-5 B')/, n H>,< ?/-/< 'n, S/,i?/n-'-i n


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C>;in,/< S=/ i i Si /)

2.7 ATTERBERGS LIMITS

2.7.1 S i; C n)i)-/n >

Consistency is a term used to indicate the degree of firmness of cohesive soils.#he

consistency of natural cohesive soil deposits is e=pressed @ualitatively by such terms as

verysoft soft stiff verystiff and hard. #he physical properties of clays greatly differ at

different water contents. , soil which is very soft at a higher percentage of water content

becomes very hard with a decrease in water content. +owever it has been found that at the

same watercontent two samples of clay of different origins may possess different

consistency.4ne clay may be relatively soft while the other may be hard. *urther a decrease

in water content may have little effect on one sample of clay but may transform the other

sample from almost a li@uid to a very firm condition. -atercontent alone therefore is not an

ade@uate inde= of consistency for engineering and many other purposes.


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-ater content significantly affects properties of !ilty and Clayey soils Funlike sand and

gravelG.

;.!trength decreases as water content increases.

A.!oils swell'up when water content increases.

%.*ine'grained soils at very high water content possess properties similar to li@uids.

:.,s the water content is reduced the volume of the soil decreases and the soils

become plastic.

.)f the water content is further reduced the soil becomes semi'solid when the volume

does not change.

Atterberg a !wedish scientist considered the consistency of soils in ; ;; and proposed a

series of tests for defining the properties of cohesive soils. !trength decreases as water

content increases. ,t a very low moisture content soil behaves more like a solid. -hen the

moisture content is very high the soil and water may flow like a li@uid. +ence on an

arbitrary basis depending on the moisture content the behavior of soil can be divided into :

basic statesJ so*i+,se iso*i+, *asti ,an+*i/ui+.

Atterberglimits are the limits of water content used to define soil behavior. #he consistency

of soils according to ,tterberg limits gives the following diagram.

LiquidLimit F 00 Gis defined as the moisturecontent at which soil begins to behave as a li@uid

material and begins to flow .

Plasti Limit F %0Gis defined as the moisture content at which soil begins to behave as a plastic

material.

Shrin!ageLimit FS0G is defined as the moisture content at which no further volume change

occurs with further reduction in moisture content.

2.4 ATTERBERGS LIMITS TEST!

2.4.1 P


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#his lab is performed to determine the plastic and li@uid limits of a finegrained soil. #he

li@uid limit F55G is arbitrarily defined as the water content in percent at which a pat of soil in

a standard cup and cut by a groove of standard dimensions will flow together at the base of

the groove for a distance of ;% mm F;>A in.G when subjected to A shocks from the cup being

dropped ;< mm in a standard li@uid limit apparatus operated at a rate of two shocks per

second. #he plastic limit FP5G is the water content in percent at which a soil can no longer be

deformed by rolling into %.A mm F;> in.G diameter threads without crumbling.

2.4.2 S-'n,'


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Fi 2.4 Li i, Li?i- A==': of the soil and place it into the porcelain dish. ,ssume that the

soil was previously passed though a "o. :< sieve air'dried and then pulveri ed. #horoughly

mi= the soil with a small amount of distilled water until it appears as a smooth uniform paste.

Cover the dish with cellophane to prevent moisture from escaping.

FAG -eigh four of the empty moisture cans with their lids and record the respective

weights and can numbers on the data sheet.

F%G ,djust the li@uid limit apparatus by checking the height of drop of the cup. #he

point on the cup that comes in contact with the base should rise to a height of ;< mm. #he

block on the end of the grooving tool is ;< mm high and should be used as a gage. Practice

using the cup and determine the correct rate to rotate the crank so that the cup drops

appro=imately two times per second.

F:G Place a portion of the previously mi=ed soil into the cup of the li@uid limit

apparatus at the point where the cup rests on the base. !@uee e the soil down to eliminate air

pockets and spread it into the cup to a depth of about ;< mm at its deepest point. #he soil pat

should form an appro=imately hori ontal surface F!ee Photo 0G.

F G 2se the grooving tool carefully cut a clean straight groove down the center of the

cup. #he tool should remain perpendicular to the surface of the cup as groove is being made.2se e=treme care to prevent sliding the soil relative to the surface of the cup F!ee Photo CG.


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*ig A. Plastic limit and 5i@uid limit test

@+ P;')-i Li?i-!

F;G -eigh the remaining empty moisture cans with their lids and record the

respective weights and can numbers on the data sheet.

FAG #ake the remaining ;>: of the original soil sample and add distilled water until the

soil is at a consistency where it can be rolled without sticking to the hands.

F%G *orm the soil into an ellipsoidal mass F!ee Photo *G. (oll the mass between the

palm or the fingers and the glass plate F!ee Photo 7G. 2se sufficient pressure to roll the mass

into a thread of uniform diameter by using about < strokes per minute. F, stroke is one

complete motion of the hand forward and back to the starting position.G #he thread shall be

deformed so that its diameter reaches %.A mm F;> in.G taking no more than two minutes.

F:G -hen the diameter of the thread reaches the correct diameter break the thread into

several pieces. Inead and reform the pieces into ellipsoidal masses and re'roll them.

Continue this alternate rolling gathering together kneading and re'rolling until the thread


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crumbles under the pressure re@uired for rolling and can no longer be rolled into a %.A mm

diameter thread F!ee Photo +G.

*ig A.9 Plastic 5imit

F G 7ather the portions of the crumbled thread together and place the soil into a

moisture can then cover it. )f the can does not contain at least 9 grams of soil add soil to the

can from the ne=t trial F!ee !tep 9G. )mmediately weigh the moisture can containing the soil

record its mass remove the lid and place the can into the oven. 5eave the moisture can in the

oven for at least ;9 hours.

F9G (epeat steps three four and five at least two more times. Determine the water

content from each trial by using the same method used in the first laboratory. (emember to

use the same balance for allweighing.

+c0 "%rinka $ 8i#it:

!1& Shrinkage limit tests !4S+ D-'2"& are ,erformed in the

laboratory ith a ,orcelain dish about '' mm in diameter and about12."mm high.

!2&+he inside of the dish is coated ith ,etroleum elly and is then

lled com,letely ith et soil.

!3& E7cess soil standing abo e the edge of the dish is struck o/ ith

a straight edge.

!'& +he mass of the et soil inside the dish is recorded.


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!)& +he soil ,at in the dish is then o en-dried.

+he shrinkage limit a,,aratus is sho n in 8ig 2."

8ig 2." Shrinkage ?imit +est

!%& +he olume of the o en-dried soil ,at is determined by the

dis,lacement of mercury.

!"& +he a7-coated soil ,at is then cooled. 0ts olume is determined

by submerging it in ater.

2.4.6 An';>)i) J

@' Li i, Li?i-!

F;G Calculate the water content of each of the li@uid limit moisture cans after they

have been in the oven for at least ;9 hours.

FAG Plot the number of drops " Fon the log scaleG versus the water content FwG. Draw

the best'fit straight line through the plotted points and determine the li@uid limit F55G as the

water content at A drops.

@+ P;')-i Li?i-!

F;G Calculate the water content of each of the plastic limit moisture cans after they

have been in the oven for at least ;9 hours.


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FAG Compute the average of the water contents to determine the plastic limit P5.

Check to see if the difference between the water contents is greater than the acceptable range

of two results FA.9 ?G.

F%G Calculate the plasticity inde= P)L55'P5. (eport the li@uid limit plastic limit and

plasticity inde= to the nearest whole number omitting the percent designation.

+c0 "%rinka $ li#it:

!1& Shrinkage limit is determined by follo ing formula

SL=# 1 -# $# $

(100 )- (V - V $

)( ' w )(100)

here

i $ olume of soil before drying.

f $ olume of soil after drying.

1 $ mass of soil before drying.

2 $ mass of soil after drying.

' w - density of ater.

2." Di


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2.".2 Si ni i 'n / J

#he direct shear test is one of the oldest strength tests for soils. )n this laboratory a direct

shear device will be used to determine the shear strength of a cohesionless soil Fi.e. angle of

internal friction FfGG. *rom the plot of the shear stress versus the hori ontal displacement the

ma=imum shear stress is obtained for a specific vertical confining stress. ,fter the e=periment

is run several times for various vertical'confining stresses a plot of the ma=i mum shear

stresses versus the vertical FnormalG confining stresses for each of the tests is produced. *rom

the plot a straight'line appro=imation of the /ohr'Coulomb failure envelope curve can be

drawn f may be determined and for cohesionless soils Fc L


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FBG 0ring the upper half of the bo= in contact with the proving ring assembly. Contact

is observed by the slight movement of proving ring dial gauge needle.

F G /ount the loading yoke on the ball placed on the loading pad.

F G Put the weight on the loading yoke to apply a given value of normal stress

intensity. ,dd the weight of the yoke also in the estimation of normal stress intensity.

F;


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F;G 0efore starting the test the upper half of the bo= should be brought in proper

contact with the proving ring.

FAG 0efore subjecting the specimen to shear the fi=ing screws should take out.

F%G !pacing screws should also be removed before shearing the specimen.

F:G "o vibrations should be transmitted to the specimen during the test.

F G Do not forget to add the self weight of the loading yoke in the vertical loads.

2.".6 An';>)i) J

F;G Calculate the density of the soil sample from the mass of soil and volume of the

shear bo=.

FAG Convert the dial readings to the appropriate length and load units and enter the

values on the data sheet in the correct locations. Compute the sample area , and the vertical

F"ormalG stress .

s v = vA

-hereJ

" v L normal vertical force and s v L normal vertical stress

F%G Calculate shear stress FtG using t=*

A

-hereJ

* hL shear stress Fmeasured with shear load gageG

F:G Plot the hori ontal shear stress FtG versus hori ontal FlateralG displacement H .

F G Calculate the ma=imum shear stress for each test.


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F9G Plot the value of the ma=imum shear stress versus the corresponding vertical stress

for each test and determine the angle of internal friction FfG from the slope of the

appro=imated /ohr'Coulomb failure envelope.

CHAPTER 7

E8PERIMENTAL

INVESTIGATION


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CHAPTER 7 E8PERIMENTAL INVESTIGATION

7.1 Si/ / An';>)i) n ) i;

#able %.; shows the details of the sieve analysis on soil sample

T'+;/ 7.1 Si/ / An';>)i) n S i;

!ieve "o

)!

Designatio

n

!ieve

opening

in mm

-t of

!ieve M

!oil FgG

-t of

!ieve

FgG

-t of

!oil

(etained

FgG

Percent

(etained

Cumulativ

e Percent

(etained

Percent

*iner

:.B mm :.B :


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#.#1 #.1 1 1#

#

2#

'#

%#


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7.7 Si/ / An';>)i) n S i; (i-5 1 N'n M/-' ' ;in/

#able %.A shows the !ieve ,nalysis on !oil with ;? "ano /etakaoline

T'+;/ 7.2 Si/ / An';>)i) n ) i; (i-5 1 N'n M/-' ' ;in/

!ieve "o

)!

Designatio

n

!ieve

opening

in mm

-t of

!ieve M

!oil FgG

-t of

!ieve

FgG

-t of

!oil

(etained

FgG

Percent

(etained

Cumulativ

e Percent

(etained

Percent

*iner

:.B mm :.B :


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#.#1 #.1 1 1#

#

2#

'#

%#


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7." Si/ / An';>)i) n S i; (i-5 1 N'n F;>')5

#able %.% shows the details of !ieve ,nalysis on !oil with ;? "ano *lyash

T'+;/ 7.7 Si/ / An';>)i) n S i; (i-5 1 N'n F;>')5

!ieve "o

)!

Designatio

n

!ieve

opening

in mm

-t of

!ieve M

!oil FgG

-t of

!ieve

FgG

-t of

!oil

(etained

FgG

Percent

(etained

Cumulativ

e Percent

(etained

Percent

*iner

:.B mm :.B :


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#.#1 #.1 1 1##

2#

'#

%#


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7.: S=/ i i


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S=/ i i ')5

;.-eight of Pyconometer w ; FgG L 99; g

A. -eight of Pyconometer with dry soil w A FgG L 9: g

%. -eight of Pyconometer with dry soil & water w % FgG L;B< g

:.-eight of Pyconometer with full of -ater w : FgG L ; : g

.-eight of dry soil Lw A $ w ; L %')5 2.10

7.10 S5


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7.11 S5


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7.17 Li i, ;i?i- < ) i; )'?=;/

#able %.: shows the details of li@uid limit test on soil sample

#able %.: 5i@uid 5imit on soil

!l.no -et weight of

soil

Dried weight of

soil

/oisture content "o .of blows

; A A :A. ;

1.effect of nanomaterial on soil properties

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