stabilisation using emulsion

International Journal of Civil & Environmental Engineering IJCEE-IJENS Vol: 11 No: 05 52

113105-2626 IJCEE-IJENS © October 2011 IJENS I J E N S

Stabilization of Sandy Clay Loam with Emulsified

Asphalt Elifas Bunga

1), H.Muh.Saleh Pallu

2), Mary Selintung

3), M.Arsyad Thaha

4)

1) Postgraduate Student of Civil Engineering, Hasanuddin University, Makassar and Lecturer of Mining Engineering,

Veteran RI University, Makassar, Indonesia 2)

Professor of Civil Engineering, Hasanuddin University, Makassar, Indonesia 3)

Professor of Civil Engineering, Hasanuddin University, Makassar, Indonesia 4)

Lecturer of Civil Engineering, Hasanuddin University, Makassar, Indonesia

E-mail : [email protected]

Abstract~ Soil as one of the most vital natural

resources for life, has continuously undergone degradation due

to erosion process. The eroded soil is due to strength of binding

of particles forming soil which is unable anymore to hold

pressures on it. One of the ways to increase the soil strength is

by adding chemical substance (chemical stabilization).

In order to solve easily eroded sandy clay loam problem,

a study was conducted by using emulsified asphalt as

stabilization material. The soil samples were obtained from

Manuju village, Gowa regency, South Sulawesi province

(E.1190 41.035,, S.050 17.509,,+ 269 m). Emulsified asphalt type

CSS-15 was obtained from PT. Widya Sapta Colas. The

emulsified asphalt concentrations were 1.5%, 3.0%, and 4.5%.

The results of the study indicate that stabilization

material for emulsified asphalt can improve physical, chemical,

and mechanic characteristics of sandy clay loam. Chemical

bindings occur among the soil minerals and emulsified asphalt.

Plasticity and shear strength of soil increase in line with the

increase of emulsified asphalt concentration.

Index Term-- emulsified asphalt, sandy clay loam,

stabilization

I. INTRODUCTION

Eroded soil is due to the strength of bindings among

particles forming soil is unable anymore to 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 the soil surface.

In general soil has an ability to hold/control the

pressures on it. But due to heterogenic soil characteristics,

there is a type of soil which has insufficient ability. The

minerals form the soil consisting of elements and chemical

compound can react with other chemical substances mixed

to it. For the soil which has insufficient technical ability, but

has chemical potential, the ability can be increased by

adding chemical substances (chemical conservation).

A lot of researches on soil stabilization with emulsion

asphalt especially about construction have been done. For

examples, by [1]-[2]-[3]-[4]-[5]-[6]-[7]-[8]-[9]-[10]-[11].

All find out that soil stabilization with emulsified asphalt

can improve soil characteristics. The aim of this study was

to analyze the effect of soil stabilization with emulsified

asphalt on soil characteristics that can increase its strength

to reduce erosion flow that is chemical bindings between

soil minerals and emulsified asphalt, plasticity, and shear

strength of soil.

II. REVIEW OF THE LITERATURE

Soil is all materials include clay, silt, sand, gravel, and

boulder, namely big stones [12]. Soil found in the nature

generally consists of several kinds of sizes/characteristics,

for instance, gravels mix up with sand, sandy loam, etc. In

order to classify the availability of various soils,

classification system was used [13]. Soil classification

system is based on distribution of size (gradation) and

plasticity. There are three systems of soil classifications:

USDA (United State Department of Agriculture), AASHTO

(American Association of State Highway and

Transportation), and USCS (Unified Soil Classification

System).

Reference [14] points out that there are eight chemical

elements dominate the earth’s crust: O (oxygen) as much as

44.6%, Si (silicon) 27.7%, Al (aluminum) 8.13%, Fe (ferric)

5%, Ca (calcium) 3.59%, Na (natrium) 2.8%, K (kalium)

2.6% and Mg (magnesium) 2.09%, and other elements that

only exist less than 0.15%. The main chemical compounds

arrange most of the primary soil minerals are silica (Si02)

and aluminum oxide (Al203) up to muscovite (34-37% Al203

+ 44-46% Si02). Other compounds viewed to have arranged

proportional stones by reducing proportion of the two main

compounds.

Soil consistency is one of the soil physical

characteristics containing clay mineral and depends on soil

water content [13]. The soil water content fully determines

the soil consistency. Based on the water content value,

Atterberg (1911) in [12] proposes four basic conditions of

soil: solid, semisolid, plastic and liquid. The value of water

content at the fourth limit of the condition is called limits of

Atterberg : shrinkage limit (SL), plastic limit (PL), and

liquid limit (LL). The shrinkage limit is the value of water

content between solid condition and semisolid condition.

Plastic limit is the value of water content at the transition

from semisolid condition to plastic condition. Liquid limit is

the value of water content between plastic content and liquid

condition. The range of plastic area is called plasticity index

(PI) that is the difference between liquid limit and plastic

limit. The most use soil consistency is liquid limit, plastic

limit, and plastic limit. The value of plasticity index of soil

indicates the plasticity characteristic of the soil. Several

literatures indicate the limit as follows: IP=0 (non-cohesive

soil), IP < 7 (low plasticity, partial cohesive soil), 7< IP< 17

(moderate plasticity, cohesive soil) and IP>17 (high

plasticity, cohesive soil).

Soil mechanic characteristic is the ability/potential

owned by soil to be able to hold pressures (internal and

mailto:[email protected]



external) on it. One of the external pressures that can cause

deformation at the soil surface is rain water. Striking

power/sparkling of rain water on soil surface can discharge

and throw out soil particles from its place. Water flow on

the soil surface can flow and take away the soil particles to

downstream. The two powers have a great potential to cause

erosion. One of the mechanic potentials owned by soil is

shear strength.

The shear strength of soil is the internal soil ability

against shear failure and shearing along the soil shearing

area [13]. The shear failure or soil shearing is caused by

relative movement between soil particles and not because

the particles are broken [12]. Therefore the strength of soil

shearing depends on pressures between the soil particles.

The shearing strength of soil is assumed to consist of two

parts [12]: (1) cohesive part and (2) friction part. Based on

this assumption, the strength of soil shearing is formulated

as follows: s = c’ + (σ-μ) tan Ǿ, in which s = shearing

strength, σ = total tension (normal) at shearing part, μ =

water tension pore, c, = cohesive factor at effective tension,

and Ǿ = internal shearing angle factor at effective tension.

Reference [15] states that soil stabilization includes (1)

improving soil density, (2) adding inactive material to

improve cohesive characteristic and soil shearing strength,

(3) adding material causing chemical and physical changes

of soil material, (4) lowering soil water level (soil drainage),

(5) replacing bad soil. Based on Bowles recommendation

mentioned above, two of the five actions proposed are

addition of material or matter that can stabilize the soil.

These additive materials are called soil stabilization

materials [16]. Emulsified asphalt is one of the relatively

inexpensive stabilization materials, so that it is used

extensively [17]. When the emulsified asphalt is mixed up

with soil (soil stabilization), it will stick the soil particles

into a unity and can cause soil structure to be water proof. It

happens because (a) soil structure is flocculated due to the

binding power caused by bitumen, (b) soil layer becomes

water proof because soil particles are covered by bitumen,

and (c) both effects can also occur simultaneously [16].

III. MATERIAL AND METHOD

A. Sandy Clay Loam

Sandy clay loam sample was taken from Manuju

village, Gowa regency, South Sulawesi province. (E 119o

41.035,, S. 05

0 17.509

,, + 269 m) as can be seen in Fig. 1 (a).

Soil sample was taken in its original and disturbed forms.

Sample of original soil was taken by using pipe of diameter

7.5 cm with length 30 cm. Disturbed soil sample was taken

by using spade and put into a sack. Soil sample was taken at

the depth of 0 to 50 cm.

B. Emulsified Asphalt

Emulsified Asphalt type CSS-1S used especially for

soil stabilization was obtained from PT. Widya Sapta Colas,

Fig. 1 (b). The concentrations of emulsified asphalt used in

this study were 1.5%, 3%, and 4.5% respectively toward dry

soil weight.

Fig. 1. (a) Location of Soil Sample Taken.

Fig. 1. (b) Emulsified Asphalt

C. Testing Procedure

The testing of physical and mechanic characteristics

referred to testing standards of ASTM and AASHTO.

Disturbed soil sample was mixed up with emulsified

asphalt, cast and kept for three days then tested (Fig.2a).

The testing of emulsified asphalt physical characteristics

referred to SNI standard. Original chemical characteristics,

emulsified asphalt and soil stabilized with emulsified

asphalt were done by SEM (Scanning Electron Microscope)

and EDX (Energy Disperse X-ray) photos (Fig.2b).

Fig. 2. (a) Direct Shear Test



Fig. 2. (b) Photo Test SEM & EDX

IV. RESULTS AND DISCUSSION

A. Original Soil Characteristics

The results of filter analysis indicate that the

percentage of coarse fraction = 74.54%, fine fraction =

25.46%, and sand fraction = 70.24%. Atterberg consistency

test indicates liquid limit = 30.90%, plastic limit = 23.73%

and plasticity index = 7.17%. Visual observation results

indicate at soil color in the field is reddish brown called red

sand by local community. Table I

Results of Physical and Mechanic Characteristics of Original Soil

No Explanation Unit Value

A

1.

2.

B.

1.

2.

3.

C.

1.

2.

3.

4.

5.

6.

D.

1.

2.

Sieve Analysis

Coarse Fraction

Fine Fraction

Atterberg Consistency

Liquid Limit (LL)

Plastic Limit (PL)

Plasticity Index (PI)

General Characteristics

Specific Gravity (G)

Wet Unit Weight (γ)

Water Content (w)

Dry Unit Weight (γd)

Porocity (n)

Degree of Saturation (Sr)

Mechanic Characteristic

Cohesion (C)

Internal Shear Angle (Ǿ)

%

%

%

%

%

-

gr/cm3

%

gr/cm3

%

%

kg/cm2

0

74.75

25.46

30.90

23.73

7.17

2.623

1.780

15.76

1.540

41.32

58.87

0.395

26016

’

Based on USCS classification with fine fraction

percentage (25.46%) > 12% and filter pass percentage No.4

(100%) > 50%, this soil belongs to sand category (SM or

SC). Based on liquid limit = 30.90% and plasticity index =

7.17%, the soil is at areas ML and OL. It can be concluded

that this soil belongs to type of sandy clay loam with low

plasticity. According to USDA classification system, this

soil belongs to sandy clay loam. And according to AASHTO

classification system, this soil belongs to group A-2-4

(sandy clay loam).

The soil mechanic characteristic test indicates that the

cohesive value of soil shear strength c = 0.395 kg/cm2 and

internal shear angle Ǿ = 26016

’. This means that this type of

soil has an ability to hold/the shear tension 0.395 kg/cm2

works at it at a shear area with beveled angle 26016

’.

The results of chemical characteristics of soil type in

this study using SEM and EDX photos (Fig. 3) indicate that

this soil contains chemical elements: Oxygen (O)= 42.56%,

Silicon (Si)= 18.80%, Aluminum (Al)=18.52%, Iron (Fe)=

12.68%, Titanium (Ti)= 1.23%, Calium (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.

Fig. 3 Results of SEM and EDX Photos of

Original Soil

Through chemical reaction process between the

elements, chemical compounds are formed: Silica (SiO2) =

40.21%, Aluminum 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 Emulsified Asphalt

Table II

Test Results of Emulsified Asphalt

Characteristics

No Testing Result

Specification

(CSS-1) (CSS-1h/1S)

Min Max Min Max

1 Viscosity 25

0C

/ second 83.00 20 100 20 100

2

Penetration

25 0C 100 g.

5 second

50.50 100 250 40 90

3 Dactility 25

0C

5 cm / minute 66.25 40 - 40 -

4 Evaporation

5 days 3.06 - 5 - 5

5 Residue with

evaporation 65.73 57 - 57 -

6 Solution 98.79 97.5 - 97.5 -

7 Sieve analysis 0.041 - 0.10 - 0.10

Table II shows the results of seven parameters test of

emulsified asphalt of which the values obtained are in the

value range required by specification. This indicates that

emulsified asphalt sample studied is suitable to be used in

soil stabilization process.

Fig. 4. Results of SEM and EDX Photos of Emulsified Asphalt

Through the test of emulsified asphalt chemical

characteristics with SEM and EDX photos (Fig. 4), the

results obtained indicate that emulsified asphalt contains

chemical elements: Carbon (C) = 82.15%, Oxygen (O)=

9.59%, Sulfur (S)= 6.41% and Chloral (Cl) = 1.85%. The

main material to form emulsified asphalt is bitumen with

main element C (carbon) which is in line with the results

shown by this test. The results of emulsified asphalt test

indicate that there are sulfur and chloral elements besides

oxygen found in water. From the chemical reaction process

between the elements, chemical compounds are formed,

namely Carbon (C) =82.15%, Sulfur trioxide (SO3) and

Chloral (Cl)= 1.85%.

C. Soil Characteristics Stabilized with Emulsified

Asphalt

Disturbed soil sample tested in this study was

stabilized by adding emulsified asphalt. Each treatment was

added with emulsified asphalt 1.5%, 3.0% and 4.5%

respectively to dry soil sample weight.

1. Chemical Characteristics

From the results of soil chemical characteristics

stabilized with emulsified asphalt with SEM and EDX

(Figure 5) indicate that this soil stabilization contains

chemical elements : Carbon (C) = 23.21%, Oxygen (O) =

34.71%, Silicon (Si) = 15.42%, Aluminum (Al) = 15.21%,

Iron (Fe) = 9.82%, Titanium (Ti) = 1.02%, Calium (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 element which

increases due to the addition of carbon element from

emulsified asphalt.

Fig. 5. SEM and EDX Photos of Soil Stabilization with Emulsified Asphalt



Through chemical reaction between the elements,

compounds are formed: Carbon (C) = 23.21%, Silica

(SiO2) = 32.98%, Aluminum Oxide (Al2O3) = 28.75%,

Ferric oxide (FeO) = 12.63%, Titanium Oxide (TiO2) =

1.70%, Kalium Oxide (K2O)= 0.73%. Chemical compounds

in this soil stabilization also equals to chemical compound

in the original soil. The difference is in the percentage in

which each compound decreases except that carbon

compound increases. This is due to the entering of carbon

element from 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.

2. Physical and Mechanic Characteristics

Table III

Testing Results of Physical and Mechanic Characteristics of Soil

Stabilization

No

Testing

Emulsified Asphalt

Concentration

0 % 1.5 % 3.0 % 4.5 %

A

1.

2.

3.

B.

1.

2.

Atterberg

Consistency

Liquid Limit

LL (%)

Plastic Limit

PL (%)

Plasticity Index

PI (%)

Mechanic

Characteristic

Cohesion C

(kg/cm2)

Internal shear

angle Ø (0)

30.90

23.73

7.17

0.437

28017

’

33.57

25.90

7.67

0.666

25058

’

35.81

27.71

8.10

0.911

20047’

37.86

28.14

9.72

1.236

1704’

(1) The Effect of Emulsified Asphalt Stabilization on

Atterberg Consistency

Table III shows variation limits of Atterberg soil

(liquid limit, plastic limit and plasticity index) stabilized

with emulsified asphalt. 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 1.5% increases 8.64%

toward soil liquid limit without stabilization. At the

stabilization with concentrations 3.0% and 4.5% liquid limit

increases 15.89% and 22.52% respectively, toward the soil

liquid limit without stabilization. Soil plastic limit stabilized

with emulsified asphalt with concentration 1.5% increases

9.14% toward soil plastic limit without stabilization. At the

stabilization with concentrations 3.0% and 4.5% plastic

limit increases to 16.77% and 18.58% respectively toward

soil plastic limit without stabilization. And the soil plasticity

index stabilized with emulsified asphalt with concentration

1.5% increases to 6.97% toward soil plasticity index without

stabilization. At stabilization with concentrations 3.0% and

4.5%, plasticity index increases to 12.97% and 35.56%

respectively toward soil plasticity index without

stabilization.

Fig. 6 shows the correlation between Atterberg

consistency (liquid limit, plastic limit and plasticity 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 = 1.541 EA +

31.06, with coefficient of determination R2= 0.996

(coefficient of correlation R = 0.998 > 0.6). 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 = 1.002

EA + 24.11 (R2 = 0.993 and R = 0.966 > 0.6). 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 sandy clay loam

stabilized with emulsified asphalt increases.

Fig. 6. Correlation between Atterberg Consistency and Emulsified Asphalt

Concentration

(2) The Effect of Emulsified Asphalt Stabilization on

Soil Shear Strength

Two main parameters affect the strength of soil shear

are cohesive (C) factor and internal shear angle (Ǿ). 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 1.5%

increases to 52.40% toward the value of soil cohesion

without stabilization. Likewise the stabilization with

concentrations 3.0% and 4.5%, the cohesive value increases

to 108.47% and 182.84% respectively toward the value of

soil cohesion without stabilization. The amount of internal

shear angle stabilized with emulsified asphalt with

concentration 1.5% decreases to 8.17% toward the internal

shift angle of soil without stabilization. And at the

stabilization with concentrations 3.0% and 4.5% the amount

of internal shear angle decreases to 26.52% and 39.64%

respectively toward the internal shear angle of soil without

stabilization.

Fig. 7 shows the correlation between the value of soil

cohesion and emulsified asphalt 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 = 0.176 EA + 0.416 with coefficient of

determination R2 = 0.992 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.

Fig. 7. The Correlation between Cohesion and Emulsified Asphalt Concentration

Fig. 8 shows the correlation between the internal shear

angle and emulsified asphalt 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: Ǿ = - 2.588 EA + 28.84 with coefficient of

determination R2 = 0.981 and coefficient of correlation R =

0.990. This correlation is very strong. In other words, the

amount of emulsified asphalt concentration fully affects the

internal shift angle stabilized with emulsified asphalt.

Fig. 8. Correlation between Internal Shear Angle and Emulsified Asphalt

Concentration

V. CONCLUSION

1. Chemical binding occurs between minerals in the soil

and chemical elements in emulsified asphalt.

2. Stabilization of sandy clay loam with emulsified asphalt

increases the plasticity and strength of soil shear.

3. Further research on the same soil (Sandy Clay Loam) can

be done to obtain the effect of emulsified asphalt

stabilization on other mechanic characteristics, that is;

CBR (California Bearing Capacity), UCS (Unconfined

Compression Strength), Laboratory Compaction, etc.

VI. SCOPE AND LIMITATIONS

1. Scope of the research was on the effect of sandy clay

loam stabilization with emulsified asphalt on chemical

characteristics, Atterberg consistency, and soil strength.

2. Limitations of the research among others; the

disturbance of the soil sample, length of storage after

stabilization of 3 days, value of water content in three

variations of emulsified asphalt concentration were

constant.

VI. ACKNOWLEDGMENT

Thanks to the Head of Soil Mechanic Laboratory and Road

and Asphalt Laboratory, Hasanuddin University and the

Head of Quarter Geology Laboratory, Ministry of Energy

and Mineral Resources in Bandung who have provided

opportunity to the writers to conduct research.

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Elifas Bunga; He is an Associate Professor

at Mining Engineering Department, School of Engineering, Veteran RI University,

Makassar, Indonesia, Post Code : 90231. Telp/Fax : +62 411 491203.

E-mail : [email protected]. Now,

He is a Doctor Candidate in Civil Engineering, School of Engineering,

Hasanuddin University, Jalan Perintis

Kemerdekaan Km. 10 Makassar 90245, South Sulawesi, Indonesia. Telp. +62 411

584639, Fax: +62 411 586015.

He was born in Makale, South Sulawesi, Indonesia on 19th February

1956. His education level at elementary school, junior/middle high school,

and senior high school were experienced in Makale, South Sulawesi. He got graduate program in Civil Engineering (Ir) from Hasanuddin

University, Makassar, South Sulawesi, Indonesia from January 1976 until

March 1983. He received his Master of Engineering (M.T) in Civil

Engineering from Hasanuddin University, Makassar, Indonesia from September 2000 until November 2002.

He is lecture in Veteran RI University, Makassar, South Sulawesi,

Indonesia since March 1985 until now. His field of study and research interest is in soil mechanic, seepage, soil stabilization. He has published in

the Informasi Teknologi (INTEK) Journal of Technology of State

Polytechnics Makassar, Multi Teknik (MULTEK) Journal of Multiple Technology of Kopertis IX Sulawesi, Ide Teknik (IDTEK) Journal of

Technology of Engineering School, UVRI Makassar. He attended seminar

at Conference of Highway Engineering (HPJI) and Annual Meeting Forum (PIT HATHI). He also involved in professional association such as member

of Indonesian Road Development Association (IRDA), Indonesian

Association of Hydraulic Engineers, and Indonesian Society For Geotechnical Engineering (ISGE).

H. Muh. Saleh Pallu, Prof.Dr.Ir.M.Eng.; His current address is in Civil Engineering Department, School of Engineering, Hasanuddin University,

Jalan Perintis Kemerdekaan Km. 10 Makassar 90245, South Sulawesi,

Indonesia. Telp. +62 411 584639, Fax: +62 411 586015. E-mail: [email protected]

His academic experience is :

Doctor of Civil Engineering, University of Kyushu, Japan, 1994

Master of Civil Engineering, University of Kyushu, Japan, 1991.

Bachelor of Science, Civil Engineering, Hasanuddin University,

Makassar, Indonesia 1981

Mary Selintung, Prof.Dr.Ir.M.Sc.; Her current address is in Civil

Engineering Department, School of Engineering, Hasanuddin University,

Jalan Perintis Kemerdekaan Km. 10 Makassar 90245, South Sulawesi, Indonesia. Telp. +62 411 584639, Fax: +62 411 586015. E-mail:

[email protected]

Her academic experience is :

Doctor of Engineering, Virginia Commonwealth University, USA +

Hasanuddin University, Makassar, Indonesia, 2000.

Master of Environmental Engineering, Washington State University,

USA, 1984.


Makassar, Indonesia 1968

M. Arsyad Thaha, Dr.Ir.M.T.; His current address is in Civil

Engineering Department, School of Engineering, Hasanuddin University,

Jalan Perintis Kemerdekaan Km. 10 Makassar 90245, South Sulawesi, Indonesia. Telp. +62 411 584639, Fax: +62 411 586015. E-mail:

[email protected]

His academic experience is :

Doctor of Civil Engineering, Gajah Mada University, Yogyakarta,

Indonesia, 2006.

Master of Civil Engineering, Gajah Mada University, Yogyakarta,

Indonesia, 2001.


Makassar, Indonesia 1985.

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stabilisation using emulsion

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