Thesis on Improvementof Silty Soil as Subgrade Material by Stabilizing With Bituminous Emulsion...

7/21/2019 Thesis on Improvementof Silty Soil as Subgrade Material by Stabilizing With Bituminous Emulsion Final - Copy 2

1/51

IMPROVEMENT OF SILTY SOIL AS SUBGRADE MATERIAL BY

STABILIZATION WITH BITUMINOUS EMULSION

A Dissertation Work Submitted to Osmania University in Partial Fulfillment of the Requirementsfor the Award of Degree of

MASTER OF ENGINEERING

IN

CIVIL ENGINEERING

(With Speciai!ati"# i# T$a#%p"$tati"# E#&i#ee$i#&'

BY

PRUDHVI TEA

()*+,-),-./)-/),'

Under the Supervision of

D$0 MIR I1BAL FAHEEM

Professor& Head of Civil Engineering Department

Depa$t2e#t "3 Ci4i E#&i#ee$i#&

Decca# C"e&e "3 E#&i#ee$i#& a#5 Tech#""&6

(A33iiate5 t" O%2a#ia U#i4e$%it6 (A''

Da$7%%aa28 H65e$a9a58 Tea#&a#a State-:++++)

;+)/


2/51

DEPARTMENT OF CIVIL ENGINEERING

DECCAN COLLEGE OF ENGINEERING AND TECHNOLOGY

(A33iiate5 t" O%2a#ia U#i4e$%it6'

Da$7%%aa28 H65e$a9a58 Tea#&a#a State- :++++)

CERTIFICATE

This is to certify that the thesis Titled Improvement of silty soil as sugrade material y

staili!ation "ith ituminous emulsion#sumitted y Prudhvi Te$a %'())*++), in partial

fulfillment of the re-uirement for the a"ard of degree of .aster of Engineering in Civil

Engineering %Transportation Engineering, to /smania University %0,1 Hyderaad1 Telangana state1during the academic year 2()32(4 "as carried out under my supervision and that this "or5 "as

not sumitted else"here for the a"ard of any other degree6

D$0 MIR I1BAL FAHEEM8 M0Tech8 Ph0D8 FIE8 FISCE

Vice P$i#cipa8 P$"3e%%"$ < Hea5 "3 Ci4i E#&i#ee$i#& Dept0

Department of civil EngineeringDeccan college of Engineering and Technology

Hyderaad1 Telangana State 3 4((((


3/51

DECLARATION

76prudhvi te$a %'())*++),1 student of .6E Civil Engineering1 Transportation Engineering1

Deccan college of engineering and Technology1 declare that the pro$ect Titled Improvement of siltysoil as sugrade material y staili!ation "ith ituminous emulsion#has een independently carried

out under the guidance of Dr6 .ir I-al 8aheem1 Professor & Head of Civil Engineering

Department1 Deccan College of Engineering and Technology6

9o part of the thesis is copied from oo5s:$ournals:internet and "herever the portion is ta5en1 the

same has een duly referred in the te;t6 The report is ased on the pro$ect "or5 done entirely y me

and not copied from any other source6

P$75h4i te=a


4/51

ABSTRACT

Starting from the ase1 soil is one of nature values "hich may prove to e economical6 In this study1 the"hole laoratory "or5 revolves around the asic properties of soil and its strength in terms of C=>6

0 little cement added to provide etter soil strength6 It is oserved that e;cellent soil strength results

y using cationic itumen emulsion %C.S, "ith little -uantity of cement used as filler6 Theappropriate mi;ing conditions for gravelly soil "ith C.S =itumen emulsion have een first

attempted6 This is follo"ed y deciding four particular material conditions to sho" the variation indry density and C=> value to achieve the est possile strength properties of gravel soil6

Keywords: ravel soil! "#R! #itumen Stabili$ation! bitumen emulsion


5/51

CHAPTER )


6/51

INTRODUCTION

)0) INTRODUCTION

Eroded soil is due to strength of indings among particles forming soil is unale anymore it holdpressures on it6 The load can e in the form of stri5ing and or spar5ling of rains fall to the soil

surface due to friction:erosion caused y "ater flo" on soil surface in general the soil has an aility

to hold:control the pressures on it ut due to heterogenic soil characteristics there is type of soil

"hich having insufficient aility6 The minerals from soil consisting of elements and chemical

compounds can react "ith other chemical sustances mi;ed to it6 8or the soil "hich has in sufficient

technical aility that has chemical potential the aility can e increased y adding chemical

sustances%chemical conservation,6

0 lot of researches on soil staili!ation "ith emulsion asphalt especially aout construction have

een done 68or e;ample %323)3+343'3*3?3@3(3, all find out that soil staili!ation "ith emulsified

asphalt can improve soil characteristics the aim of this study "as to analy!e the effect of soil

staili!ation "ith emulsified asphalt on soil characteristics that can increase its strength to reduce its

erosion flo" that is chemical indings et"een soil minerals and emulsified asphalt1 plasticity and

shear strength of soil6

)0; SOIL AS SUBGRADE MATERIAL

Starting from the ase1 soil is a standout amongst the most aundant construction materials ofnature6 Aust aout all 5ind of construction is ased "ith or upon the soil6 Bong term performance of

pavement structures is altogether affected y the strength and duraility of the sugrade soils6 I93

situ su3grades fre-uently dont provide the support re-uired to achieve acceptale performance

under the traffic loading "ith increasing environmental demands6 Despite the fact that staili!ation

is a "ell35no"n option for improving soil engineering properties yet the properties determined from

staili!ation shift roadly ecause of heterogeneity in soil creation1 contrasts in micro and macro

structure among soils1 heterogeneity of geologic stores1 and ecause of chemical contrasts in

concoction interactions et"een the soil and utili!ed staili!ers6 These properties re-uire the

thought of site3specific treatment alternatives "hich must e accepted through testing of soil3

staili!er mi;tures6 hether the pavement is fle;ile or rigid1 it rests on a soil foundation on an

eman5ment or cutting1 normally that is 5no"n as sugrade6 It may e defined as a compacted

layer1 generally occurring local soil $ust eneath the pavement crust1 providing a suitale foundation


7/51

for the pavement6 The soil in sugrade is normally stressed to certain minimum level of stresses due

to the traffic loads6 Sugrade soil should e of good -uality and appropriately compacted so as to

utili!e its full strength to "ithstand the stresses due to traffic loads for a particular pavement6 This

leads the economic condition for overall pavement thic5ness6 /n the other hand the sugrade soil is

characteri!ed for its strength for the purpose of design of any pavement6 Improvement of soil

engineering properties is referred to soil staili!ation6 There are t"o primary methods of soil

staili!ation6 /ne is mechanical method and the other one is chemical or additive methods6 Soil is a

gathering or store of earth material1 determined regularly from the rea5do"n of roc5s or rot of

undergro"th that could e uncovered promptly "ith force supplies

In the field or disintegrated y delicate refle; means in the la6 The supporting soil eneath

pavement and its e;ceptional under course is called su grade soil6 ithout interruption soil

underneath the pavement is called regular su grade6 Compacted su grade is the soil compacted y

inhiited development of distinctive sorts of sustantial compactors6 Presently every road

construction pro$ect "ill use one or oth of these staili!ation strategies6 The most "ell35no"n type

of mechanical soil staili!ation is compaction of the soil1 "hile the addition of cement1 lime1

ituminous or alternate e;ecutors is alluded to as a synthetic or added sustance strategy for

staili!ation of soil6 0merican 0ssociation of State High"ay and Transportation /fficials

%00SHT/, classification system is a soil classification system specially designed for the

construction of roads and high"ays used y transportation engineers6 The system uses the grain3

si!e distriution and 0ttererg limits1 such as Bi-uid Bimits and Plasticity Inde; to classify the soil

properties6 There are different types of additives availale6 9ot all additives "or5 for all soil types6

enerally1 an additive may e used to act as a inder1 after the effect of moisture1 increase the soil

density6 8ollo"ing are some most "idely used additivesF Portland cement1 Guic5lime or Hydrated

Bime1 8ly 0sh1 Calcium Chloride1 =itumen etc6 =ut1 mechanical soil staili!ation alludes to either

compaction or the introduction of sine"y and other

9on3iodegradale reinforcement of soil6 This practice does not olige compound change of the

soil and it is regular to utili!e oth mechanical and concoction intends to attain detailed

staili!ation6 There are a fe" routines used to accomplish mechanical staili!ation li5e compaction1

comining1 soil reinforcement1 e;pansion of graded aggregate materials and mechanical

remediation6 0ny land3ased structure depends upon its foundation characteristics6 8or that reason1

soil is a very critical element influencing the success of a construction pro$ect6 Soil is the earliest


8/51

part of the foundation or one of the ra" materials used in the "hole construction process6 Therefore

the main thing related to us soil staili!ation is nothing ut the process of ma;imi!ing the C=>

strength of soil for a given construction purpose6 So many "or5s have een done on cement1 lime

or fly ash staili!ation6 =ut very fe" "or5s have een found on itumen soil staili!ation6

)0, BITUMEN EMULSION FOR SOIL SATABILISATION OF SOIL SUBGRADE

Emulsified =itumen usually consists of itumen droplets suspended in "ater6 .ost emulsions are

used for surface treatments6 =ecause of lo" viscosity of the Emulsion as compared to hot applied

=itumen1 The Emulsion has a good penetration and spreading capacity6 The type of emulsifying

agent used in the ituminous emulsion determines "hether the emulsion "ill e anionic or cationic6

In case of cationic emulsions there are ituminous droplets "hich carry a positive charge and

0nionic emulsions have negatively charged ituminous droplets6 =ased on their setting rate or

setting time1 "hich indicates ho" -uic5ly the "ater separates from the emulsion or settle do"n1

oth anionic and cationic emulsions are further classified into three different types6 Those are rapid

setting %>S,1 medium setting %.S,1 and slo" setting %SS,6 0mong them rapid setting emulsion is

very ris5y to "or5 "ith as there is very little time remains efore setting6 The setting time of .S

emulsion is nearly ' hours6 So1 "or5 "ith medium setting emulsion is very easy and there is

sufficient time to place the material in proper place efore setting6 The setting rate is asically

controlled y the type and amount of the emulsifying agent6 The principal difference et"een

anionic and cationic emulsions is that the cationic emulsion gives up "ater faster than the anionic

emulsion6 /ver a time of time1 "hich may of years1 the asphalt stage "ill in the long run separate

from the "ater6 0sphalt is insolule in "ater1 and rea5do"n of the emulsion includes the

comination of droplets6 The asphalt droplets in the emulsion have a little charge6 The "ellspring of

the charge is the emulsifier1 and ionisale segments in the asphalt itself6 Ho"ever "hen t"o

droplets do attain enough vitality to defeat this hindrance and approach nearly then they hold fast to

one another6 /ver a time of time1 the "ater layer et"een droplets in floccules "ill thin and the

droplets "ill comine6 Components "hich constrain the droplets together1 for e;ample1 settlement

under gravity1 dissipation of the "ater1 shear or solidifying "ill -uic5en the flocculation and

mi;ture process6 In this case mi;ing "ith soil slo" setting itumen emulsion is not so much

effective and rapid setting is not easy to "or5 "ith soil6 So here I use medium setting emulsion as

main staili!ing agent6 Today the main utili!ation of itumen is in the pavement industry for


9/51

construction and maintenance6 =itumen emulsions are a scattering of itumen in a "atery

continuous stage1 settled y the e;pansion of an emulsifier6 They are ready as emulsions at high

temperatures1 ho"ever connected as roust scatterings at encompassing temperatures6 In pavement

engineering itumen items are commonly added "ith aggregate6 The solid adhesion that happens

et"een the itumen and mineral aggregate empo"ers the itumen to go aout as a inder1 "ith the

mineral aggregate providing mechanical -uality for the "ay6 8rom the revie" of present scenario

itumen emulsion acts as a 5ey tool for mainly for road maintenance and construction6 =ut

effectively here emulsion is going to use as a soil staili!ing agent6

)0/ RESEARCH MOTIVATION

Staili!ation of soils to improve strength and duraility properties often relies on cement1 lime1 fly

ash1 and asphalt emulsion6 These materials are ine;pensive1 relatively easy to apply1 and provide

enefits to many different soil types6 .ost of the roads develop distress and failures li5e

undulations1 rutting and permanent deformation %rutting,6The most common improvements

achieved through staili!ation include etter soil gradation1 reduction of plasticity inde; or s"elling

potential1 and increases in duraility and strength6 In "et "eather1 staili!ation may also e used to

provide a "or5ing platform for construction operations6 These types of soil -uality improvement

are referred to as soil modification6 The strength and stiffness of a soil layer can e improved

through the use of additives to permit a reduction in design thic5ness of the staili!ed material

compared "ith an unsterili!ed or unound material6 The design thic5ness strength1 staility1 and

duraility re-uirements of a ase or su ase course can e reduced if further analysis indicates

suitaility6

)0: RESEARCH GAP

The "or5 done on the sugrade "ith staili!ers "as restricted due to its unavailaility & the

literatures for this study "ere mainly related to the performance characteristics of staili!ed soil and

different performance tests6 arious e;perimental studies "ere conducted for performanceevaluation of the pavement6 The ma$or "or5 of most of the authors pertains to the improvement of

soil characteristics using staili!ers6 Beast "or5 has een done "ith Emulsion as inder to enhance

the performance of Sugrade6 The main contriution of this study is to improve the characteristics

of soil for sugrade6 7no"ing these characteristics may induce "ays to improve the performance

of pavement y staili!ing the soil and its etter optimi!ation6


10/51

)0* RESEARCH OBECTIVES

The main o$ective of this e;perimental study is to improve the properties of the gravely soil y

adding itumen emulsion as staili!ing agent6 0n attempt has een made to use emulsion for

improving the strength and geotechnical properties of gravel soil6 ery mostly1 use of use of

itumen emulsion is environmentally accepted6 To achieve the "hole pro$ect some e;perimental

investigation is needed in laoratory6 The e;periments "hich to e conducted are Specific ravity

of the soil sample1 rain si!e Distriution of soil sample and li-uid limit plastic limit test to identify

the material and Standard Proctor test to otain ma;imum dry density and optimum moisture

content of soil sample1 C=> test of soil sample mi;ing "ith emulsion and cement6 So the main

o$ective is to ma;imi!e the C=> value y chec5ing some conditions to increase the C=> value ofsoil sugrade6

)0. RESEARCH SCOPE

This discussion covers the determination procedure of optimum emulsion content to e used "ith

silty soil type and procedures for determining a design treatment level "ith ituminous emulsion6 0

statistical analysis "ill e applied to identify the comparison et"een original soil and staili!ed

soil "ith itumen "hich may sho" improvement in C=>1 shear strength1 ma;imum dry density and

mechanical properties6 The scope of this study is limited to understand various performance

characteristics of staili!ed soil "ith and "ithout laoratory investigation6

)0> ORGANIZATION OF STUDY

This dissertation "or5 is presented in 4 chapters including the introduction chapter

Chapte$ ;F This chapter contains an overvie" of the literature on performance parameters1 effect of

compaction on performance and aout different performance tests6 It also provides a revie" on thee;perimental methodology for the present study6

Chapte$ ,F This chapter e;plains the methodology follo"ed in this study "hich includes the

e;planation of methodology follo"ed for material collection1 material characteri!ation1 preparation

of test samples and performance testing


11/51

Chapte$ /F This chapter discusses different tests and test results of staili!ed soil6 Performance of

staili!ed soil is compared "ith that of original soil6

Chapte$ :F This chapter deals "ith the validation of the otained e;perimental results y 099/0

test1 regression e-uation and SPSS6

Chapte$ *F This final chapter summari!es the "or5 accomplished in this study and suggests some

directions for future research6


12/51

CHAPTER ;

LITERATURE REVIEW

;0) INTRODUCTION

This chapter sho"s the previous "or5 done on staili!ation on soils "ith the author


13/51

A6S6

Y7eh7a# et a0 (;+)+'This paper investigates the merit of application "or5ed on foamed itumen

staili!ation for estern 0ustralian Pavements6 Currently1 the popularity of soil cement

staili!ation had een challenged y a ne" Innovative soil improvement techni-ue1 5no"n as

foamed itumen staili!ation6 ery fe" of or5 have een done on it and application of this type of

staili!ation is currently applied in 8le;ile pavement sugrade staili!ation6 9umerous 0ustralian

road"ay and "ay offices have Committed note"orthy investigation and stores to investigate this

system so as to attain a more 0daptale and "ea5ness safe alanced out material suitale for an

e;tensive variety of pavement Conditions6 Percent of froth itumen utili!ed as ) to 4 percent6 It "asone 5ind of mi; design Ho"ever here after the mi; design process staili!ation done and C=>

-uality tried6 8rom those literature revie" part it can e oserved that different types of "or5 had

een done previously on itumen soil staili!ation6 =ut in India the numer of "or5 on it is very

fe"6 0ctually in India there is no any appropriate code for itumen soil staili!ation6 0s from those

Papers it is very difficult to get any actual idea aout ho" to mi; itumen emulsion "ith soil and

"hat "ill e its actual -uantity6 This e;perimental investigation is mainly to ma5e a process for

mi;ing itumen emulsion "ith soil6

Chi#?7?i=#i@at a#5 Ma#-"?%7#& (;+)+'This study investigates a test research on compaction

aspects of non3gravel and gravelly Soils using a little compaction device6 The standard delegate test

has een roadly utili!ed and ac5no"ledged for characteri!ing soil similarity for field compaction

control6 Here additionally indicates aout the influence of gravel si!e and gravel content on

standard delegate test results6 In this study a relationship developed et"een the summed up

optimum "ater sustance of the fine division in the gravelly soil and the gravel content in standard

molds using compaction results from the proposed little device6


14/51

Ra!"7?i et a0 (;++;'this paper investigates an e;perimental study on ranular Staili!ed >oads6

=itumen "as used as a staili!ing agent may act as a inder or as a "ater3proofing material6 Soil

itumen systems had found the greatest used in road ases and surfaces6

Michae (),'had proposed aout =ench3Scale Evaluation of 0sphalt Emulsion Staili!ation of

Contaminated Soils6 In this study1 it "as discussed aout the application of amient temperature

asphalt emulsion staili!ation technology and discussed to the environmental fi;ation of soils

contaminated y organic contaminants6

Pa7 et a0 (;+))'suggested an introduction to soil staili!ation in pavement ta5ing a mi;ture of

itumen and "ell3graded gravel or crushed aggregate6 0fter compaction it gave an e;ceedingly

Steady "aterproof mass of suase or ase course -uality6 The fundamental system involved in

asphalt staili!ation of fine3grained soils is a "aterproofing "onder6 Soil particles or soil

agglomerates "ere covered "ith asphalt that forestalls or aates the entrance of "ater "hich could

regularly ring aout aatement in soil -uality6 hats more1 asphalt staili!ation can enhance

duraility -ualities y ma5ing the soil impervious to the unfavorale impacts of "ater1 8or e;ample1

volume6 In non3iron materials1 for e;ample1 sands and gravel1 pounded gravel1 and smashed stone1

t"o fundamental systems are dynamicF "aterproofing and adhesion6 The asphalt Coating on the

union less materials gives a film "hich anticipates or hinders the entrance of "aterJ suse-uently

reducing the inclination of the material to lose -uality in the vicinity of "ater6 The second

instrument had een distinguished as adhesion and characteristics of gravelly soils6

Ma$a#5i a#5 Sa3ap"7$ (;+);'"or5ed on =ase Course .odification through Staili!ation using

cement and itumen6 The main o$ective of this research "as to analy!e the use of itumen

emulsion in ase course staili!ation6 So that it "as e;amined as replacement "ith conventional

pavement in regions "ith lo" -uality materials6 Staili!ation of soils and aggregates "ith itumen

sho"s it differs greatly from cement staili!ation6 The asic mechanism involved in itumen

staili!ation "as a "aterproofing phenomenon6


15/51

"#e% et a0 (;+);'conducted an e;perimental study on itumen soil staili!ation6 Here asphalt

Emulsion is a mi; of asphalt inder1 "ater1 and emulsifying agent6 In this case1 a series of Indirect

Tensile Strength %ITS,1 Unconfined Compressive Strength %UCS, and .arshal Tests "ere carried

out6 It is li-uid at amient temperature to facilitate handling at lo"er application temperatures6 It

accelerates rea5ing of the emulsion and for additional early strength to accommodate traffic during

curing of the layer6

C"?ca et a0 (;++,'concentrated on the impacts of compaction dampness content on the shear

-uality of an unsaturated mud6 In this study1 the impacts of compaction dampness sustance and

soa5ing on the unsaturated shear -uality parameters of mud "ere investigated6 E;periments "ere

carried out on specimens compacted at optimum dampness content1 on the dry side of optimum and

on the "et side6 It "as found that edge of erosion reductions -uic5ly "ith increasing dampness

sustance1 the union segment of shear -uality attained its top "orth at around optimum .oisture

sustance and after"ard diminishes6

H7%%ai# (;++>' did an e;cellent "or5 to estalish the correlation et"een C=> value and

undrained shear strength value from ane Shear Test6 It "as sho"n that un3drained shear strength

value and C=> value increased "ith increasing plasticity inde;6 8inally it "as achieved that shear

strength and C=> value is inversely proportional to the "ater content of that material6

L0 La7$e# (;+))'performed an e;perimental ta5e a shot at soil staili!ation products li5e the

polymer emulsion for having all the earmar5s of eing the staili!ation e;ecutors for "hats to

come6 Every one of the three polymer3emulsions "as utili!ed as a part of this testing pro$ect

performed eminently ma5ing solid e;amples that all gave suitale C=> -ualities to "ays6 The C=>

test "as utili!ed for this venture on the grounds that it has een effectively related "ith -uality

capaility of the sugrade1 suase1 and ase course material for utili!ation in street and run"ay

development6


16/51

Ma$ti#et a0 (;++'developed a paper deals "ith foam itumen staili!ation6 8oamed itumen is a

mi;ture of itumen1 air and "ater6 Here 2 percent of cement and )64 percent of itumen foam "as

used6 8rom here it has een found that >ehailitation using foamed itumen had proved to e

successful ecause of its ease and speed of construction1 its compatiility "ith a "ide range of

aggregate types and its relative immunity to the effects of "eather6

A0 P0 Ch$it! (;++*' discussed aout performance evaluation of mi;ed in place ituminous

staili!ed shoulder gravel6 Here it "as sho"ed an economical maintenance of gravel shoulders1 a

very common prolem is facing y high"ay agencies6

Ni?$a! (;+);' "or5ed on =itumen3cement Staili!ed Bayer in Pavement Construction Using

Indirect Tensile Strength %ITS, .ethod6 In this study1 the goal "as to mi; and lend Portland

concrete and itumen emulsion "ith soil for upgrading the -uality1 strength and duraility of the

dirt6 So as to upgrade the soil -uality and decrease its "ea5ness to "ater1 soil staili!ation is oliged

to e connected to the soil6 In accordance "ith this1 enhanced urden e;change "as added to the

asphalt estalishment y having the ond impact "hich really supports the firmness and =itumen

emulsion impacts "hich enhance versatility and soil penetraility of the settled layer6

Y7eh7a# et a0 (;+)+'"or5ed on foamed itumen staili!ation for estern 0ustralian pavements6

Currently1 the popularity of soil cement staili!ation had een challenged y ane" innovative soil

improvement techni-ue1 5no"n as foamed itumen staili!ation6 ery fe" of "or5 have een done

on it and application of this type of staili!ation is currently applied in fle;ile pavement sugrade

staili!ation6 9umerous 0ustralian road"ay and "ay offices have committed note"orthy

investigation and stores to investigate this system so as to attain a more adaptale and "ea5ness

safe alanced out material suitale for an e;tensive variety of pavement conditions6 Percent of froth

itumen utili!ed as ) to 4 percent6 It "as one 5ind of mi; design ho"ever here after the mi; design

process staili!ation done and C=> -uality tried6


17/51

8rom those literature revie" part it can e oserved that different types of "or5 had een done

previously on itumen soil staili!ation6 =ut in India the numer of "or5 on it is very fe"6 0ctually

in India there is no any appropriate code for itumen soil staili!ation6 0s from those papers it is

very difficult to get any actual idea aout ho" to mi; itumen emulsion "ith soil and "hat "ill e

its actual -uantity6 This e;perimental investigation is mainly to ma5e a process for mi;ing itumen

emulsion "ith soil6


18/51

CHAPTER ,

MATERIAL AND METHODS

,0) SOIL STABILIZATION PROCESS

The method involves on site soil improvement y applying staili!ing agent "ithout removing the

ul5 soil6 This technology offer enefit of improving soils for deep foundations1 shallo"

foundations and contaminated sites6 Planning of the design mi; involves the selection and

assessment of engineering properties of staili!ed soil and improved ground6 The purpose is to

determine the dimensions of improved ground on the asis of appropriate staility and settlement

analyses to satisfy the functional re-uirements of the supported structure %7eller Inc6,6 The

technology can e accomplished y in$ection into soils a cementitious material such cement and

lime in dry or "et forms6 The choice to either use dry or "et deep mi;ing methods depend among

other thingsJ the in3situ soil conditions1 in situ moisture contents1 effectiveness of inders to e

used1 and the nature of construction to e founded6 Depending on the depth of treatment1 the in situ

staili!ation may e regarded as either deep mi;ing method or mass staili!ation6

Mecha#ica %ta9ii!ati"#.echanic staili!ation is accomplished y mi;ing or lending soils of

t"o or more gradations to otain a material meeting the re-uired specification6 The lended

material is then spread and compacted to re-uired densities y conventional means6

A55icti4e Sta9ii!ati"# It is achieved y the addition of proper percentages of ituminous

emulsion materials to the silty soil the selection of type and determination of the percentage of

additive to e used is dependent upon the soil classification and the degree of improvement in soil

-uality desired generally small amount of additives are re-uired "hen it is simply desired to modify

soil properties such as gradation "or5aility and plasticity6 hen it is desired to improve the

strength and duraility significantly larger -uantities of additives are used after the additive has

een mi;ed "ith silty soil1 spreading and compaction are achieved y conventional means6

M"5i3icati"# 2eth"5.odification refers to the staili!ation process that results in improvement

in some property of the soil ut doesn


19/51

,0)0) CURRENT STABILIZING TECHOLOGY

The soil staili!ation includes multiple alternatives6one choice involves the pulveri!ation and

homogeni!ation of e;isting material in3place "ithout the addition of an additive to change or

improve the characteristics of the material this techni-ue is typically performed "hen the in3situ

material is suitale and "hen 8D> %8UBB DEPTH >ECB0.0TI/9, can create a ne" staili!ed

ase of sufficient thic5ness and strength for the intended traffic loads6 /f course1 a surface of some

type must e placed over the staili!ed ase to protect it6

0 second techni-ue of soil staili!ation includes the addition of single addictive such as lime1

cement or itumen6 Bess common additives include fly ash and mineral filters6 0ddition of this

staili!ation agent "as historically done dry6 In recent years emphasis on environmental conditions

has led to more fre-uent utili!ation of li-uid slurry additive applications6 The dry staili!ation agent

is premi;ed "ith "ater to form slurry "hich has "ater content at or slightly elo" the optimal

moisture content for the material eing staili!ed6 9ot only does the use of slurry dramatically

reduce the occurrence of dust during the mi;ing process and it also permit more accurate and

uniform application and the lending of the addictive into the material eing staili!ed6 hen the

staili!ing agent is ale to e added during the pulveri!ation pass of the staili!er1 a corresponding

reduction in production costs and time can also e reduced6

The deep mi;ing method involves the staili!ation of soils at large depth6 It is an in situ ground

modification technology in "hich a "et or dry inder is in$ected into the ground and lended "ith

in situ soft soils %clay1 peat or organic soils, y mechanical or rotary mi;ing tool6 Depending on

applications1 the follo"ing patterns may e produced %8igure +,J single patterns1 loc5 patterns1

panel pattern or staili!ed grid pattern6 9ote that1 the aim is to produce the staili!ed soil mass"hich may interact "ith natural soil and not1 to produce too stiffly staili!ed soil mass li5e a rigid

pile "hich may independently carry out the design load6 The increased strength and stiffness of

staili!ed soil should not1 therefore1 prevent an effective interaction and load distriution et"een

the staili!ed soil and natural soil 6Thus the design load should e distriuted and carried out partly

y natural soil and partly y staili!ed soil mass %column,6


20/51

,0; STABILISATION WITH LIME

E;perience sho"s that lime "ill react "ith many medium31 moderately fine31 and fine3grained soils

to produce decreased plasticity1 increased "or5aility1 reduced s"ell1 and increased strength6 Soils

classified according to the USCS as CH1 CB1 .H1 .B1 /H1 /B1 SC1 S.1 C1 .1 S3SC1 SP3

SC1 S.3SC1 C1 P3C1 .B3CB1 and .3C should e considered as potentially capale of

eing staili!ed "ith lime6 Bime should e considered "ith all soils having a PI greater than ( and

more than 24 percent of the soil passing the 9o6 2(( sieve6

,0; STABILISATION WITH CEMENT

Portland cement can e used either to modify and improve the -uality of the soil or to transform the

soil into a cemented mass "ith increased strength and duraility6 Cement can e used effectively as

a staili!er for a "ide range of materialsJ ho"ever1 the soil should have a PI less than )(6 8or

coarse3grained soils1 the amount passing the 9o6 + sieve should e greater than +4 percent6 The

amount of cement used depends on "hether the soil is to e modified or staili!ed6

The soil staili!ed "ith cement is 5no"n as soil cement6 The cementing action is elieved to e the

result of chemical reactions of cement "ith siliceous soil during hydration reaction6 The important

factors affecting the soil3cement are nature of soil content1 conditions of mi;ing1 compaction1

curing and admi;tures used6

The appropriate amounts of cement needed for different types of soils may e as follo"sF

ravels K 4 to (L1 Sands K * to 2L1 Silts K 2 to 4L1 and Clays K 2 K 2(L

The -uantity of cement for a compressive strength of 24 to )( 5g:cm2 should normally e sufficient

for tropical climate for soil staili!ation6 If the layer of soil having surface area of 0 %m2,1 thic5ness


21/51

H %cm, and dry density rd%tonnes:m),1 has to e staili!ed "ith p percentage of cement y "eight

on the asis of dry soil and1 the amount of cement re-uired for soil staili!ation is given y 0mount

of cement re-uired1 in tonnes6 Bime1 calcium chloride1 sodium caronate1 sodium sulphate and fly

ash are some of the additives commonly used "ith cement for cement staili!ation of soil6

,0, STABILISATION WITH BITUMEN

.ost ituminous soil staili!ation has een performed "ith asphalt cement1 cutac5 asphalt1 and

asphalt emulsions6 Soils that can e staili!ed effectively "ith ituminous materials usually contain

less than )( percent passing the 9o6 2(( sieve and have a PI less than (6 Soils classified y the

USCS as S1 SP1 S3S.1 SP3S.1 S3SC1 SP3SC1 S.1 SC1 S.3SC1 1 P1 S3.1 SP3.1

S3C1 P3C1 .1 C1 and .3C can e effectively staili!ed "ith ituminous materials1

provided the aove3mentioned gradation and plasticity re-uirements are met6

,0,0) ADDICTIVE SELECTION

A#i"#ic E27%i"#% The term anionic is derived from the migration of particles of asphalt under

an electric field6 The droplets migrate to"ard the anode %positive electrode,1 and hence the emulsion

is called anionic6 In an anionic emulsion1 there are illions and illions# of asphalt droplets "ith

emulsifying agent at the "ater asphalt interface6 The tail portion of the emulsifying agent aligns

itself in the asphalt "hile the positive portion of the head floats around in the "ater leaving the rest

of the head negatively charged and at the surface of the droplet6 This imparts a negative charge to

all the droplets6 Since negatives repel each other1 all the droplets repel each other and remain as

distinct asphalt drops in suspension6 0 typical anionic emulsifying agent is sho"n elo" along "ith

a diagram sho"ing the orientation of the agent at the asphalt3"ater interface and the negative

charge imparted to each drop6


22/51

Cati"#ic E27%i"#% The term cationic is derived from the migration of particles of asphalt under

an electric field also6 The droplets migrate to"ard the cathode %negative electrode,1 and hence the

emulsion is called cationic6 The cationic emulsifying agent functions similarly to the anionicJ the

negative portion of the head floats around in the "ater leaving a positively charged head6 This

imparts a positive charge to all the droplets6 Since positives repel each other1 all the droplets repel

each other and remain as distinct asphalt drops in suspension6 0 typical cationic emulsifying agent

is sho"n elo" along "ith a diagram sho"ing the orientation of the agent at the asphalt3"ater

interface and the positive charge imparted to each drop6

,0,0; USE OF MULTIPLE ADDICTIVES

Comination staili!ation is specifically defined as lime3cement1 lime3asphalt1 and BC8

staili!ation6 Cominations of lime and cement are often acceptale e;pedient staili!ers6 Bime can

e added to the soil to increase the soil


23/51

The depressing the electric doule layer1 the salt reduces the "ater pic5 up and thus the loss of

strength of fine grained soils6 Calcium chloride acts as a soil flocculent and facilitates compaction6

8re-uent application of calcium chloride may e necessary to ma5e up for the loss of chemical y

leaching action6 8or the salt to e effective1 the relative humidity of the atmosphere should e aove

)(L6

Sodium chloride is the other chemical that can e used for this purpose "ith a staili!ing action

similar to that of calcium chloride6

Sodium silicate is yet another chemical used for this purpose in comination "ith other chemicals

such as calcium chloride1 polymers1 chrome lignin1 al5yl chlorosilanes1 siliconites1 amines and

-uarternary ammonium salts1 sodium he;ametaphosphate1 phosphoric acid comined "ith a "etting

agent6

CHAPTER /

EPERIMENTAL PROGRAMME

/0) INTRODUCTION

This chapter e;plains the methodology used find the performance of the properties of materials as

"ell as the emulsion mi; have very much importance in the design and construction of a long

lasting pavement6 The e;perimental methodology used for the study starts "ith the first step of

selection of materials and e;tends to the different tests conducted on the emulsion and the soil6 Thetests are conducted according to the standards specified in the relevant codes6 Silt soil is finer than

sand1 ut still feels gritty6 Silt is commonly found in floodplains and is the soil component that

ma5es mud6 Soils "ith a lot of silt ma5e e;cellent farm land1 ut erode easily6 This is the soil lo"n

a"ay in dust storms and carried do"nstream in floods6


24/51

/0; SITE DETAILS

The site "as located et"een cities >a$ahmundry and 7a5inada "hich connects 9H34 to the

7a5inada city "ith a corridor of '(6' 5ms along "ith irrigation canals on oth sides %*3? feet,

elo" the ground "ater tale elevation6 The entire site is situated on dredge spoil area "hich

includes variety of material s li5e clay1 silt1 sand and organic matter6

4.3 DATA COLLECTION

.aterial collection is the primary step for the suse-uent steps to e carried out accordingly6 The

materials to e collected are

6 0dditiveF Emulsion slo" setting %Ss,6

26 SoilF Soil samples are collected all along the pro$ect corridor6

Soil%Silty soil sample "as ta5en from >a$ahmundry village as can e seen in fig 6+6

Soil sample "as ta5en in its original and distriuted forms6 Sample of original soil "as ta5en y

using pipe of diameter *64 cm "ith length )( cm6 Distriuted soil sample "as ta5en at the depth of

( to 4( cm.


25/51

"ationi& 'mulsion Emulsion type SS used especially for soil staili!ation "as otained from

Silica manufacturers 8ig +626 The concentrations of emulsified asphalt used in this study "ere 64L1

)L and +64L respectively to"ard dry soil "eight6 The term cationic is derived from the migration

of particles of asphalt under an electric field also6 The droplets migrate to"ard the cathode

%negative electrode,1 and hence the emulsion is called cationic6 The cationic emulsifying agent

functions similarly to the anionicJ the negative portion of the head floats around in the "ater leaving

a positively charged head6 This imparts a positive charge to all the droplets6 Since positives repel

each other1 all the droplets repel each other and remain as distinct asphalt drops in suspension6 0

typical cationic emulsifying agent is sho"n elo" along "ith a diagram sho"ing the orientation of

the agent at the asphalt3"ater interface and the positive charge imparted to each drop6


26/51

,0/ RESEARCH PROCESS (FLOW CHART'

Selection of

material and

S!eci"c gra#it$ Grain %i&e

di%tri'(tion and other %oil !ro!ert

)re!are %am!le for C*R Te%t in

di+erent condition%


27/51

Fig. 4.3,ethodolog -o chart

,0: METHODS OF STABILIZATION

The t"o general methods of staili!ation are mechanical and additive6 The effectiveness of staili!ation depends upon

the 0ility to otain uniformity in lending the various materials6 .i;ing in a stationary or traveling plant is preferredJ

ho"ever1 other means of mi;ing1 such as scarifies1 plo"s1 dis5s1 graders1 and rotary mi;ers1 have een satisfactory6 The

method of soil staili!ation is determined y the amount of staili!ing re-uired and the conditions encountered on thepro$ect6 0n accurate soil description and classification is essential to the selection of the correct materials and

Procedures6

,0:0) Mecha#ica 2eth"5

MECHANICAL METHOD

.echanical staili!ation is accomplished y mi;ing or lending soils of t"o or more gradations to otain a material

meeting the re-uired specification6 The soil lending may ta5e place at the construction site1 at a central plant1 or at a

orro" area6 The lended material is then spread and compacted to re-uired densities y conventional means6ADDITIVE METHOD

0dditive refers to a manufactured commercial product that1 "hen added to the soil in the proper-uantities1 "ill improve

the -uality of the soil layer6 Thischapter is directed to"ards the use of portland cement1lime1 lime3cement3fly ash1 and

,odi"ed !roctor te%t to identif

ma/im(m dr den%it and o!tim(m

Sta'ili&ation ith 'it(men em(l%ion

and chec0 Yd #ariation in di+erent

A com!arati#e %t(d

and anal%i% of

re%(lt%$ Concl(%ion%


28/51

itumen1 alone or incomination1 as additives to staili!e soils6 Theselection and determination of the percentage of

additives depend upon the soil classification and the degree of improvement in soil -uality desired6enerally1 smaller

amounts of additives are re-uired to

alter soil properties1 such as gradation1 "or5aility1 andplasticity1 than to improve the strength and duraility

sufficiently to permit a thic5ness reduction design6 0fter

the additive has een mi;ed "ith the soil1 spreading and

compacting are accomplished y conventional means6

Ta9e /0) Determination of cumulative L "t6 of passing6

si.no

size(mm

)

Wt. Of

retaine

d

(gm.)

% t.

Of

retaine

d

C!m!"ati#

e %

t.retained

C!m!"ati

#e t

$assing

1 2.34 3 3 5.3 66.7

8 8 18 16 1.6 69.1

7 5.284 157 188 18.8 93.9

2 5.534 152 88: 88.: 33.2

Gra#el ; 5.3

Sand ; 81.6

Silt?Cla> 33.2

/0)0) C"#c7%i"# $e2a$?%

8rom the result "e get that the ta5en soil is "ell graded


29/51

4. Com$a&tion test !sing ater

To determine t'e o$tim!m moist!re &ontent and &orres$onding maim!m

dr densit of a ta*en soi" !sing standard $ro&tor test

Ta9e /0;Determination of Dry density using "ater

+odi,ed -ro&tor Com$a&tion Test

,o(ld eight 2757 #ol(me 1555

Trail No 1 8 7 2 4

,o(ld et %oil gm :1:4 :8:2 :712 :749 :741

t. of et %oil gm 19:8 16:1 8588 8544 8529

et den%it gm?cc 1.9:8 1.6:1 8.588 8.544 8.529

con no 24 25 87 71 13

Con t. gm 2:.49 29.62 27.97 22.29 2:.47

con@et %oil gm 168.55 818 19: 855.21 855.7:

con@dr %oil gm 197.84 166.:2 138.9: 197.81 191.55

ater gm 9.34 18.7: 17.12 13.85 16.7:

Dr %oil gm 17:.:3 145.35 186.57 179.37 172.23

,oi%t(re content < :.2 9.8 15.19 18.2 12.2

Dr den%it gm?cc 1.345 1.918 1.974 1.989 1.365

=ul5 density M gm:c6c

M "ater content

M "t6 of mould

Dr

den%it

;g?cc=

Dr

den%it

;g?cc=


30/51

ra$' 4.)The graph et"een optimum moisture content and ma;imum dry density

4../ O0ser#ations

=ul5 density % M M 26(22 gm:c6c

ater content %, M N((

Dry density M M 6?)4 gm:c6c

4.. Con&"!sion remar*s

,oi%t(re content ;


31/51

0 compaction curve is plotted et"een the "ater content and corresponding dry density as ordinate6

The dry density goes on increase as "ater content is increased till ma; density is reached6 The "ater

content corresponding to ma; density is called optimum moisture content6

the optimum moisture content is (6?L .a;imum dry density is 6?)4 gm6:c6c

4.3 &om$a&tion test it' 0it!mino!s em!"sion

To determine t'e o$tim!m 0it!mino!s em!"sion &ontent and &orres$onding

maim!m dr densit of a ta*en soi" !sing standard $ro&tor test

Ta9e /0, Determination of dry density using ituminous emulsion

+odi,ed -ro&tor Com$a&tion Test

,o(ld eight gm 2757#ol(m

e1555 cc

Trail No 1 8 7 2 4

,o(ld@et %oil gm :1:4 :8:2 :712 :749 :741

t. of et %oil gm 1932 1664 8548 85:1 8527et den%itgm?cc 1.932 1.664 8.548 8.5:1 8.527

con no 84 88 :9 26 :

con et gm 29.37 2:.63 22.64 41.:9 24.23

con@et %oil gm125.5

5 1:8 137 1981:9.5

5

con@dr %oil gm172.:

3147.5

61:5.9

71:3.2

8148.8

5

ater gm 4.77 9.61 18.13 12.49 14.95

Dr %oil gm 94.62

15:.1

8

114.9

9

114.3

2

15:.3

7,oi%t(re content < :.8 9.2 15.45 18.: 12.9

Dr den%it gm?cc 1.3:4 1.925 1.943 1.975 1.395


32/51

Re%(lt% ,DD> 1.943 g?cc O*C> 15.45 t>s

e&

Initia"

ead

/&m

Fina"

ead

&m /?

Log/6'/?

7(Cm@e&)

1 25.1 155 45 8 5.751 1.362

8 85 45 85 8.4 5.763 2.324

7 87 155 :5 1.:: 5.88 8.89:

2 23 :5 4 18 1.536 4.299

4 6.73 155 35 1.289 5.142 7.68

: 83 35 25 1.34 5.827 8.141

3 42.2 155 25 8.4 5.763 1.322

9 37 155 75 7.77 5.4882 1.311

4.8.O0ser#ations

coecient of !ermea'ilit.


40/51

Aarea of %tranded !i!e.

Llength of %!ecimen.

head at time .

head at time .

Acro%% %ectional area of %!ecimen.

T in %ec.

5.763 1.362

4.8.3 Con&"!sion 1emar*s

The a#erage #al(e of coecient of !ermea'le of %ilt %oil %am!le ' #aria'le

head method i% 08.636 cm?%ec.$ o'tained at 64< of ,,D

4.9 Fa""ing 'ead it' 0it!mino!s em!"sion


41/51

4.9./ To determine t'e &oe=&ient of $ermea0i"it of gi#en

soi" 0 fa""ing 'ead met'od

The con%tant head !ermea'ilit te%t i% (%ed for co(r%e grained in a gi#en time.

Hoe#er the falling head te%t i% (%ed for relati#el le%% !ermea'le %oil% here

the di%charge i% %mall.

Ta0"e 4.9Detail% of te%t re%(lt% (%ing 'it(mino(% em(l%ion

.N

o.

Time

>T>

e&

Initia"

ead

Cm.

Fina"

ead

Cm.

7(Cm@e&)

1 76 155 35 1.289 5.142 5.622

8 75 35 45 1.2 5.12: 1.1:7

7 4: 45 84 8.4 5.7 1.897

2 27 84 15 8.4 5.76 8.1:9

4 14 155 94 1.13: 5.53 1.114

: 28 94 24 1.99 5.83 1.478

3 43 24 15 2.4 5.:4 8.38:9 4 15 4 8 5.751 1.56

4.9. O0ser#ation

5.1426.22 cm?%ec.


42/51

4.9.3 Con&"!sion 1emar*s

The a#erage #al(e of coecient of !ermea'le of %ilt %oil %am!le ' #aria'le

head method i% 01.458 cm?%ec.

Decea%e in !ermea'ilit ;< = 155

48


43/51

CHAPTER :

CONCLUSIONS

;./ CONCL


44/51

C*RB 4mm i% 2.69< After trail e ta0e C*RB 8.4mm i% 4.15

Thesis on Improvementof Silty Soil as Subgrade Material by Stabilizing With Bituminous Emulsion...

Documents

Transcript of Thesis on Improvementof Silty Soil as Subgrade Material by Stabilizing With Bituminous Emulsion...