prudhvi teja -ijite

IJITE Vol.03 Issue-09, (September, 2015, Special Issue) ISSN: 2321-1776 International Journal in IT and Engineering, Impact Factor- 4.747

IMPROVENT OF SILTY SOIL AS SUBGRADE MATERIAL BY STABILIZING WITH BITUMINOUS EMULSION

KOTA PRUDHVI TEJA Research Scholar, Deccan College of Engineering and Technology,

Darussalam, Aghapura, Hyderabad-500001 Telangana, India

Dr. Mir Iqbal FaheemHead, Department of Civil Engineering & Vice Principal, Deccan College of Engineering and Technology,

Darussalam, Aghapura, Hyderabad-500001 Telangana, India

ABSTRACTThis research is to investigate physical and mechanical properties of silty soil in order to improve the bearing capacity, Shear strength and density of the soil. The first part of investigation was to identify the soil classification of the selected soil according to USCS (Unified soil classification system) by conducting Atterberg limit test, after soil is classified sieve analysis was done to know the Coarse fraction and Fine fraction of the soil to determine whether the soil is well graded. The second part of the investigation was to identify the specific gravity of the soil which helps to determine the dry density of the soil, by using modified proctor test the maximum dry density (MDD) of the soil is concluded with different concentrations of water and optimum moisture content is observed by plotting a graph between dry density and moisture content. Free swell index was also conducted to know the expansive property of soil. California bearing ratio test (CBR) was conducted to know the bearing capacity of soil all the physical and direct shear test was conducted to know the mechanical characteristics of soil i.e. Cohesion and Internal shear angle. Slow setting type Cationic bituminous emulsion (CSS) is being used in the present study. In the third part of the investigation bituminous emulsions with different concentrations was added to the soil and Modified proctor test was conducted to determine the maximum dry density (MDD) and optimum bituminous content (OBC) of the stabilized soil. The Atterberg limits of the stabilized soil is carried out to identify the significant increase in three parameters (liquid limit, plastic limit and plastic index).the CBR and Direct shear test is also conducted on stabilized soil. The final part of the investigation was to discriminate the changes in General, physical and mechanical properties of soil. Correlation of Cohesion, Internal shear angle and Atterberg limits with increased bitumen emulsion concentration was done. Primary studies on Original soil and stabilized soil will be done by using a simple chemical method. SEM (scanning electron microscope) was coupled with EDX (Energy dispersive x-ray) analysis used to generate high resolution images to show the chemical properties of the soil. The first part of investigation showed that the soil lied below the A-line of USCS classification proved that this soil belongs to silt category (MH or OH) and sieve analysis indicate that the percentage of fine fraction is more than Coarse fraction and well graded and can be used for construction. The second part and third part of investigation found that soil physical and mechanical properties of stabilized soil are improved with reference to, CBR and Maximum dry density. In final investigation the correlation with different emulsion concentrations with cohesion, internal shear angle and three parameters of Atterberg limits are increased.

Key words: Distress, Pavement, roughness index, regression model, smart phone application

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1) INTRODUCTION

Starting from the base, soil is one of nature’s most abundant construction materials. Almost all type of

construction is built with or upon the soil. The most important part of a road pavement is subgrade soil

and its strength. If strength of soil is poor, then stabilization is normally needed. Subgrade is sometimes

stabilized or replaced with stronger soil material so as to improve the strength. Such stabilization is also

suitable when the available subgrade is made up of weak soil. Increase in sub grade strength may lead

to economy in the structural thicknesses of a pavement. Cement, fly ash, lime, fibres etc. are very

commonly used for soil stabilization. Eroded soil is due to strength of bindings among particles forming

soil is unable anymore it hold pressures on it. The load can be in the form of striking and or sparkling of

rains fall to the soil surface due to friction/erosion caused by water flow on soil surface in general the soil

has an ability to hold/control the pressures on it but due to heterogenic soil characteristics there is type

of soil which having insufficient ability. The minerals from soil consisting of elements and chemical

compounds can react with other chemical substances mixed to it. For the soil which has in sufficient

technical ability that has chemical potential the ability can be increased by adding chemical

substances(chemical conservation).The US Army research effort has been narrowed from evaluating a

wide number of soil stabilization/modification additives to a focus on additives with particle binding

properties (cements, asphalt emulsions, etc.). These materials should be applicable to a wider variety of

soil types compared to additives such as acids, enzymes, etc. that require some type of chemical reaction

with the native soil particle. Stabilization of soils using polymer emulsion is a straightforward process in

that the liquid is simply diluted to the proper amount. The dilution amount is selected to achieve the

target additive quantity at the desired moisture content required for the most efficient compaction of

the soil. For field applications, the emulsion is best applied with a spray bar mounted inside the cowling

of a reclaimer/stabilizer machine. The application conditions must be well controlled to insure that the

proper amount of stabilizer is delivered into the soil and to achieve the proper moisture content for

compaction. It should be noted that field mixing is rarely as efficient as laboratory specimen preparation;

therefore, the results presented herein are likely to be a “best-case” scenario for stabilization Here

results presented herein are analyzed in terms of CBR, Shear strength and Atterberg testing. The use of

the CBR test was selected to allow for determination of strength performance of silty soil types. It is well

recognized that the CBR (California Bearing Ratio) and Direct Shear test with emulsion impart significant

stiffness and impermeability to the stabilized soils.





Objectives of the study

1. An attempt has been made to use emulsion for improving the strength and geotechnical properties

of gravel soil.

2. To identify the material maximum dry density and optimum moisture content and improvements

with bitumen emulsion as stabilizer.

3. An attempt to identify the CBR value of original soil sand conditions to increase the CBR value of soil

as subgrade material

4. To identify chemical bonding occurs between minerals in the soil and elements in bitumen emulsion.

2) CRITICAL REVIEW

Many studies were done before on stabilization of soil, with different types of additives to improve

physical and mechanical characteristics and their performances, several heuristic methods are briefly

explained. The major study was done on stabilization of soil and minor study was covered on

stabilization of soil with bitumen emulsion.

Table I Critical Review

S.no Author(s) YearName of the

modifierProperties improved

1 Razouki et al200

2Bitumen Emulsion

Improves water

resistance

2 Cokca et al200

3Bitumen Emulsion

Improvement in shear

strength of soil

3 A. P. Chritz200

6Bitumen Emulsion

Improves water

resistance

4 Michael200

6Asphalt emulsion Improved durability

5 Hussain200

8Bitumen Emulsion

Improves Water

resistance, changes

bearing ratio of soil and

Plasticity index

6 Martinet al. 200 Foamed Bitumen Immunity to Extreme





9 weather conditions

7 Yuehuan et al201

0Foamed bitumen

Strength and stiffness

improves

8Chinkulkijniwat

and Man-Koksung

201

0Bitumen Emulsion

Improves pavement

rutting resistance

9 Paul et al201

1Asphalt binder

Improved waterproofing

of pavement

10 L. Lauren201

1Polymer Emulsion

Improves bearing ratio

of soil

11 Nikraz201

2Bitumen -cement

Improves indirect tensile

strength

12Marandi and

Safapour

201

2

Cement and

Bitumen

Improved waterproofing

of pavement

13 Jones et al201

2Asphalt emulsion

Improvement in Tensile

stress of soil

3) MATERIAL AND METHODS

Study area selection

The scope of the study was limited to a stretch distributed on two roads from Kakinada to Rajahmundry. Study area stretch is selected based on the category of the road, terrain and climatic conditions, geographical location etc... Figure 1 shows the location of study area





Figure 1 Location of the study area

Data collection

The site was located between cities Rajahmundry and Kakinada which acts as a main corridor of 60.6

kms along with irrigation canals on both sides (7-8 feet) below the ground water table elevation to

connect NH-5 to the Kakinada city. The entire site is situated on dredge spoil area which includes variety

of material s like clay, silt, sand and organic matter.

1. Silty soil

The soil was taken in its original and distributed forms the sample of original soil is taken by using a pipe

of diameter 7.5 cm with length 30cm. Disturbed soil sample was taken at the depth of 0 to 50 cm.

2. Bitumen emulsion

Bitumen emulsion type CSS used especially for soil stabilization .The concentrations used in this study

were5%, 10%and15% respectively towards dry soil weight.

Research process

The typical design sequence followed with an investigation into the material, pavement structure (for

recycling projects) and the climate. Once these parameters are known, preliminary laboratory

investigation into the materials begins and soil classification is done according to USCS classification. The

untreated soil is first investigated visually to know the color and texture to determine the design

equivalent material class. Detailed laboratory tests are conducted to determine the physical, mechanical

and general characteristics of the soil. To know the chemical characteristics of the soil processed for





SEM (scanning electron microscope) was coupled with EDX (energy dispersive x-ray) to generate high

resolution images to know the minerals present in soil.

Laboratory tests on the emulsion like specific gravity, viscosity and evaporation were done to know the

physical characteristics of the emulsion. The soil is then stabilized with bitumen emulsion of different

concentration followed by laboratory tests to know the changes in physical mechanical and general

characteristics, these characteristics are compared to know the performance of mix at different

emulsion concentrations and this changes are correlated in form of graphs between bitumen emulsion

concentration and Atterberg limits, shear strength of soil and CBR of soil and validation of results is done

by using a model. From above correlations improved/diminished performance of soil with different

bitumen concentrations are evaluated. Coefficient of regression for each correlation are validated by

using a model in this study SPSS software was used as a model to validate. The economic structural

design analysis is made to know the cost reduction of the project per km.

4) RESULTS AND DISCUSSIONA. Original Soil CharacteristicsThe result of sieve analysis indicate that the percentage of coarse fraction = 0.7% and fine fraction = 77.4% and sand content was = 21.9% are concluded as well graded soil as per IS 2720 part IV. Atterberg consistency indicates that Liquid limit= 44.5%, Plastic Limit = 13.67% and Plastic Index = 30.83which are in permissible limits as per IS 2720 Part V. The visual observation indicates that the color in field is blackish brown complexion called vondrumatti by local community.

Table II Physical and Mechanical properties of original soil

S.noExperi-ment

Result for test speci-men

Average value

Permissible value IS code

ASieve Anal-ysis - - - -

1Coarse fraction 0.70% - -

IS 2720 part IV

2Fine frac-tion 77.40% - -

IS 2720 part IV

3 Sand 21.40% - -IS 2720 part IV

BAtterberg consistency - - - -

1 Liquid limit 44.5 - 70IS 2720 Part V

2 Plastic limit 13.67 - -IS 2720 Part V





3Plastic in-dex 30.83 - 45

IS 2720 Part V

C Specific gravity

1 2.62 IS 23862 2.64 2.62 2.5-3 part III3 2.61 - - -

D CBR

1 3.66 IS:27202 4.18 4.05% - Part VI3 4.31 - - -

E MDD

1 1.65

1.763 -

IS:2720

2 1.715Part XVIII

3 1.763 -4 1.742 -5 1.642 -

F FSI 1 40% 40% 50%IS:2720 part XXXX

Based on uses classification with fine fraction percentage (77.4%)>12% and filter pass percentage No.4

(100%)>50%, this soil belongs to sand category (MH or OH). Based on liquid limit =44.5% and plasticity

index=30.83%, the soil is at areas MH and OH. It can be concluded that this soil belongs to type of sandy

clay loam with low plasticity. According to USCS classification system, this soil belongs silty group.

The soil mechanic characteristic test indicates that the cohesive value of soil shear strength c=0.405

kg/cm2 and internal shear angle θ=24O15l. This means that type of soil has an ability to hold by the

shear tension 0.405 kg/cm2 works at it at a shear area with beveled angle 24o 15l.

The specific gravity of the soil is indicated as 2.62 which is in permissible limits as per IS 2386 part III. The

CBR values of 3.66,4.18,4.31 was determined from the graphs @ penetration 2.5 mm as the penetration

values at 2.5mm is more than 5.0mm.The average value of CBR is fixed as 4.05% @2.5mm penetration.

The maximum dry density was and determined by using modified proctor test. The free swell index of

the soil sample was done by keeping soil in water for 24 hours to check the swelling index of the soil.





Figure 3 SEM and EDX photos of original soil

The results of chemical characteristics of soil type in this study using SEM and EDX photos (Figure.4.7 )

indicate that this soil contains elements :Oxygen (O)= 42.56% Silicon (Si)=18.80%, Aluminum (AL)=

18.52%,Iron (FE)=12.68%, Titanium (Ti)= 1.23%, Calcium (K) =1.12% and carbon C=5.10%.According to

(8) ,The main chemical elements forming the soil are oxygen (O), Silicon(Si),Aluminum (Al)and iron (Fe)

supported the results of this study on chemical elements in type of soil. Through chemical reaction

process between the elements , Chemical compounds are formed: Silica(SiO2)=40.21%,Aluminium oxide

(AL2O3)= 34.99%, Ferric oxide (FeO2)=16.31%,Titanium oxide(TiO2)=2.05%, Kalium Oxide (K2O)=1.35%

and carbon (c)=5.10%.(8) points out that compounds SiO2,Al2O3 and FeO with relatively high

percentage occur in almost all types of soil minerals. This is in line with the results of this soil study

containing compounds which are significant enough.

B. Characteristics of Bitumen Emulsion

Table III bitumen emulsion characteristics

S.no Experiment Average value

Permissible value

IS code

1 Viscosity 81 20 - 100 t sec IS 1206





2 Specific gravity

1.015 0.97 - 1.02 IS 1202

Table II shows the results of the parameters tests of bitumen emulsion of which values obtained are in the range of required specification. This indicates that emulsified asphalt sample is suitable for soil stabilization process.

C. Soil Characteristics Stabilized with Bitumen EmulsionDisturbed soil sample tested in this study was stabilized by adding emulsified asphalt. Each treatment

was added with emulsified asphalt 5%, 10% and 15% respectively to dry soil sample weight.

Table IV physical properties of Stabilized soil

S.noExperiment

Result for test

specimen

Average

value

Permissible

valueIS code

A Atterberg

limits- - - -

1 Liquid limit 52.3 - 70 IS 2720 Part V

2 Plastic limit 15.9 - - IS 2720 Part V

3 Plastic index 36.40 - 45 IS 2720 Part V

C Specific gravity

1 2.68

2.732.5 - 3.0

IS 2386

part III2 2.72

3 2.79

D CBR

1 6.19

8.10% -

IS:2720

part-XVI2 7.43

3 8.67

E MDD

1 1.730

1.910 -IS:2720

part-XVIII

2 1.840

3 1.910

4 1.735

5 1.659





The above table the physical and mechanical properties of stabilized soil are investigated and

improvement in properties where noticed when compared to original properties. Drastic change in CBR

value has been noticed 50% percentage of CBR value has been increase when compared to original soil.

I. Chemical Characteristics of Stabilizes SoilFrom the results of soil Chemical characteristics stabilized with emulsified asphalt with SEM and EDX

Figure 4 SEM and EDX photos of Soil Stabilization with Bitumen emulsionCarbon(c)=23.21%,oxygen(O)=34.71%,Silicon(Si)=15.42%,Aluminium(Al)=15.21%,Iron(Fe)=9.81%,Titaniu

m (Ti)=1.02%,Calcium (K)=0.61%.All chemical elements in this soil stabilization are equal to chemical

elements found in original soil ,Which only decreases in percentage except carbon elements which

increases due to the addition of carbon element from emulsified asphalt.

Through chemical reaction between the elements compounds are formed carbon(C)=23.21%,

silica(Sio2)=32.98%,Aluminium oxide (Al2O3)=28.75%, ferric oxide(FeO)=12.63%, Titanium

oxide(TiO2)=1.7%,kalium oxide(K2O)=0.73%. Chemical compounds in this soil stabilization also equals to

chemical compound in original soil the difference is in the percentage in which each compound

decreases except that carbon compound increases these is due to the entering of the carbon material

from the emulsified asphalt during the soil mixture process (stabilization) with emulsified asphalt this

indicates that a strong bonding has occurred between soil minerals and emulsified asphalt in this

stabilization process.

II. Physical and Mechanical Characteristics





The table shows physical and mechanical Characteristics of the stabilized soil are Atterberg soil

(Liquid limit, Plastic limit and Plastic Index) these values are increased with increase in stabilizer

percentage.

Table V Testing Results of Physical and Mechanical Characteristics of Stabilized Soil

No Explanation Unit Emulsified Asphalt concentration

AAtterberg

Consistency 0% 5% 10% 15%

1 Liquid limit % 44.5 50.252.8

56.3

2 Plastic limit % 13.67 15.2516.75

19.6

3 Plastic index % 30.83 34.9535.85

36.7

BMechanical

Characteristics

1 Cohesion 0.405 0.739 0.982 1.225

2 Internal shear angle 24o15l 22o32l 18 o 21 l 13 o 54 l

i. EFFECT OF BITUMEN EMULSION ON SOIL SHEAR STRENGTH

Two main parameters affect the strength of soil shear and cohesive (C) factor and internal shear angle

(θ). Table III shows the increase value of soil cohesion and the decrease of internal shear angle in line

with the increase of emulsified asphalt concentration. The value of soil cohesion stabilized with

emulsified asphalt with concentration 5% increases to 82.46% toward the value of soil cohesion without

stabilization. Likewise the stabilization with concentrations 10% and 15%, the cohesive value increases

to 142.47% and 202.46% respectively toward the value of soil cohesion without stabilization. The

amount of internal shear angle stabilized with emulsified asphalt with concentration 5%, 10% and 15%

decreases respectively towards the internal shear angle of soil without stabilization.





0% 5% 10% 15%

COHESION 0.405 0.739 0.982 1.225

0.1

0.3

0.5

0.7

0.9

1.1

1.3

0.405

0.739

0.982

1.225

f(x) = 0.2703 x + 0.162R² = 0.993245417450902

BITUMEN EMULSION CONCENTRATION BE (%)

CO

HE

SIO

N c

(kg

/cm

2))

Figure 4 Shows the correlation between cohesion and bitumen emulsion concentration

The larger the value of emulsified asphalt concentration, the larger the value of soil cohesion. With the

help of excel application program, the correlation model between cohesion and emulsified asphalt

concentration is obtained. This correlation model is in the form of linear mathematic equation:

C=0.2703BE +0.162 with coefficient of determination R2=0.993 and coefficient of correlation R=

0.996>0.6. This correlation is very strong. In other words, the amount of emulsified asphalt

concentration fully affects the amount of the stabilized soil cohesive value.





0% 5% 10% 15%

INTERNAL SHEAR ANGLE 24.15 22.32 18.21 13.54

2.5

7.5

12.5

17.5

22.5

27.524.15

22.32

18.21

13.54

f(x) = − 3.594 x + 28.54R² = 0.967575001685431

BITUMEN EMULSION CONCENTRATION BE (%)

INT

ER

NA

L S

HE

AR

AN

GL

E

(θ)

Figure 5 Correlation between the internal shear angle and Emulsion Concentration

The larger the emulsified asphalt concentration, the lower the internal shift angle. With the help of excel

application program, the correlation model between internal shear angle and emulsified asphalt

concentration is obtained. This correlation model is in the form of linear mathematic equation model is

in the form of linear mathematic equation θ=-3.59 4BE +28.54 with coefficient of determination

R2=0.9676 and coefficient of correlation R= 0.990. This correlation is very strong. In other words, the

amount of bitumen emulsion concentration fully affects the internal shift angle stabilized with

bituminous emulsion.

ii. EFFECT OF BITUMEN EMULSION ON SOIL ATTERBERGS CONSISTENCY

Figure shows variation limits of Atterberg soil (liquid limit, Plastic limit and Plastic index) Stabilized with

emulsified soil. The value of these three parameters shows tendency to increase although the

percentage is not significant enough. The soil liquid limit stabilized with emulsified asphalt with

concentration 5% increases 5.7% towards soil liquid limit without stabilization. At stabilization with

concentrations 10% and 15% liquid limit increases 8.1% and 11.8% respectively towards the soil liquid

limit without stabilization. The soil plastic limit stabilized with emulsified asphalt with concentration 5%

increases 1.85% towards soil plastic limit without stabilization. At stabilization with concentrations 10%

and 15% liquid limit increases 3.08% and 5.93% respectively towards the soil plastic limit without





stabilization. And the soil plastic index stabilized with emulsified asphalt with concentration 5%

increases 4.12% towards soil liquid limit without stabilization.

0% 5% 10% 15%

plastic limit 13.67 15.25 16.75 19.6

Plastic index 30.83 34.95 35.85 36.7

Liquid limit 44.5 50.2 52.8 56.3

5

15

25

35

45

55

13.67 15.25 16.7519.6

30.8334.95 35.85 36.7

44.5

50.252.8

56.3

f(x) = 1.929 x + 11.495R² = 0.973550384798025

f(x) = 1.851 x + 29.955R² = 0.843614476520652

f(x) = 3.8 x + 41.45R² = 0.972914701522706

Bitumen concentration bE (%)

perc

enta

ge (

%)

Figure 6 Correlation between Atterberg consistency and Emulsion Concentration

D. Validation of Regression equation for liquid limit vs bitumen concentration

An attempt has been made to develop relationship between liquid limit and different bitumen

concentrations before using SPSS trend line.

Table VI Linear regression equation between Atterberg consistencies with Emulsion concentration

Model Summary

Model R R SquareAdjusted R

Square Std. Error of the Estimate1 .987a .973 .960 .50346a. Predictors: (Constant), VAR00001b. The above summary shows the R2 value as 0.973 and adjusted R2 value as 0.960



ANOVAa

ModelSum of Squares df Mean Square F Sig.

1 Regression 18.588 1 18.588 73.322 .013b

Residual .507 2 0.253Total 19.095 2

a. Dependent Variable: VAR00002b. Predictors: (Constant), VAR00001The F value is 73.322 which is greater than 1 and null hypothesis is accepted.



Coefficientsa

Model

Unstandardized Coefficients

Standardized Coefficients

t Sig.B Std. Error Beta1 (Constant) 13.427 0.421 31.874 .001

VAR000020.386 0.045 0.987 8.563 .013

a. Dependent Variable: VAR00002In the above table the constant is 0.386 whereas the variable is 13.426 from which the equation is formed as 0.386 resilient modulus + constant.

At stabilization with concentrations 10% and 15% plastic index increases 5.02% and 5.87% respectively

towards the soil plastic index without limits stabilization. Fig. 3.4 shows the correlation between

Atterberg consistency (liquid limit, Plastic limit and Plastic index) of stabilized soil and emulsified asphalt

concentration. The three graphs show tendency to increase in line with the increase of emulsified

asphalt concentration. With the help of excel application program, the correlation model between

Atterberg limits and emulsified asphalt concentration was obtained. This correlation model is in the

form of linear mathematic equation. For liquid limit, the equation form is LL=3.86 BC+41.45, with

coefficient of determination R2=0.972. This correlation is very strong in other words, the amount of

emulsified asphalt fully affects the amount of stabilized soil liquid limit. As for plastic limit, the equation

model is PL=1.929BC+11.495 R2=0.973 this correlation is very strong. In other words, the amount of

emulsified asphalt concentration fully affects the value of soil plasticity index stabilized with emulsified

asphalt. It can be concluded that the plasticity of Silty soil stabilized with bitumen emulsion increases.

E. Cost analysis

1. CBR@ 2.5mm is 4.05%

2. CBR@ 5mm is 4.98%

Conclusion: After trail we take [email protected] is 4.05%

Traffic volume = 2msa

3. Bituminous surface = 3.75*0.05*1000

= 187*5m3

= 3.75*0.025*1000

= 93.75m3

1m3dense bitumen macadam=Rs5221.79

Therefore 187.5*5221.79= Rs979085.62





1m3 bitumen concrete=Rs6356.21.

Therefore 93.75*6356.21=595894.68

Bituminous surface cost=1574980.305

Base of gravel (water bond macadam) = 3.75*0.1*1000

= 375m3

1m3cost = Rs1030.43

Therefore 375*1030.43

= Rs 386411.25.

Granular sub-base

= 3.75*0.1*1000

= 375m3

1m3cost = Rs982.72

Therefore 375*982.7

= Rs 368520

The total road cost for 1KM is Rs 2329911.55

[email protected] is 8.10%

CBR@5mm is 7.65%

After trial we take CBR@ 5mm is 8.10%

Bituminous surface= 3.75*0.05*1000

= 187*5 = 3.75*0.025*1000 = 93.75m3

1m3dense bitumen macadam = Rs5221.79Therefore 187.5*5221.79 = 979085.62

1m3 bitumen concrete = Rs6356.2

Therefore 93.75*6356.21 = 595894.68

Bituminous surface cost = 1574980.305

Base of gravel (water bond macadam) =3.75*0.16*1000

= 600m3

1 m3cost = Rs1030.43.

Therefore 600*1030.43





= Rs 618258

Gross cost: The cost of cationic bituminous emulsion for 550 liters is Rs23500

The total road cost for 1KM is Rs2219088.305

At final the cost will decrease while applying cationic bituminous emulsion.

The decreasing cost is = 2329911.55-2219088.30 = Rs113173.245

5) CONCLUSION

1. Stabilization of silty soil with bitumen emulsion increased the plasticity and strength of soil shear2. Stabilization of silty soil with bitumen emulsion increased the density at optimum bitumen

content.3. The CBR value of the soil is maximized with stabilization of soil with bitumen emulsion.4. Chemical binding occurred between minerals in the soil and chemical elements in bitumen

emulsion

6) REFERENCES

1. “A Basic Emulsion Manual No.19”, 3rd Edition, AEMA.

2. Ballantine RW and Rossouw. AJ. (2013). Stabilization of soils. “PPC Lime Handbook”.

3. Brown .S and Needham .A. (2012). “A study of cement modified bitumen emulsion Mixtures”.

4. “Dense-Graded Mixtures Using Asphalt Emulsions”, AEMA Recommended Performance Guidelines

2nd Edition, pp71-76.

5. GEMS “The Design and Use of Granular Emulsion Mixes”, SABITA “South African Bitumen and Tar

Association”, Manual 14.

6. Giuliani .F. (2011). “X-Ray Diffraction method for studying cement-modified bitumen-emulsion”

7. Hodgkinson .AL.(2012). “Investigation into the role of cementations binders when recycling with

foamed bitumen or bitumen emulsion”. MSc. (Applied Sciences) project report. University of Pretoria.

8. Liebenberg. J J E. (2013). “A structural design procedure for emulsion treated pavement layers”.

Masters dissertation. Faculty of Engineering. University of Pretoria. April.

9. Mixtures in asphalt pavement cold recycling. 1st International symposium on subgrade

10. Muthen .K M. (2012). “Foamed asphalt mix design procedure”. Report No CR-98/077.

CSIRTransportek. Pretoria.

11. “Proceedings of the Association of Asphalt paving Technologists”, AAPT, vol.69, Reno. USA.





12. Sabita Manual 21. 2013. “The design and use of emulsion treated bases”. CapeTown

13. Stabilization and in-situ pavement recycling using cement, Salamanca, Spain.October.




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