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International Journal of Civil & Environmental Engineering IJCEE-IJENS Vol: 11 No: 03 11

115603-3939 IJCEE-IJENS June 2011 IJENS I J E N S

Abstract ~ The changing of climate in Indonesia gives

fluctuation of water content in its result rain, evaporation and

evapo-transpiration. As a result, the water content change, the

expansive soil will volume change and suction. The expansive

soil will volumetric swelling upon wetting and shrinngking to

drying. This behavior can damage on construction structures,

particularly, light building and road. The phenomenom is very

interesting to be researched, how far the effect of water content

change and variation suction toward the behavior volumetric

swelling expansive soil. The material expansive soil of selected

from Soko Ngawi region East Java Privince. The research of

swelling is done using remolded sample under a thin unconfined

lateral condition with diameter 6.35 cm and high 1.50 cm, with

initial water content 10% and dry density 1.26 g/cm3 with

modification Oedometer tools. The water content change

measured with gypsum block and suction with filter paper

Whatman No. 42. The results of research indicate, the water

change has linear relation wuth swelling deformation, while the

suction has contrary to with swelling deformation.

Key words ~The expansive of clay, water content change,

variation suction, behavior swelling.

1. INTRODUCTION

The civil engineering work can not be separated with the

most important aspect of the soil. A number of problems with

the building of civil engineering that is often found in the field

is the result of the properties soil is poor, which is

characterized by high of water content, comprebility is large

and low bearing capacity. Some of the types of soil that has a

bad character is the land which is prone to high of swelling -

shrinkage.

Some types of soil that have the potential swelling -

shrinkage of high that can undergo significant volume

changes due to changes in water content. Soil type is clay

which contains minerals that have high swelling potential. The

soil with this condition often referred to as the expansive clay

[1]. Expansive clay soil can be found in many places in the

world [2], namely Argentina, Saudi Arabia, South Africa, the

United States, Australia, Canada, China, Ethiopia, Ghana,

India, Indonesia, Iran, Israel, Kenya, Mexico, Morocco ,

Myanmar, Jordan, Sudan, Ethiopia, Spain, Turkey and

Venezuela.

The phenomenon of high swelling - shrinkage which cancause damage to the building. [3] reported, in the UnitedStates, losses caused by expansive soil problem turned out toexceed other natural disasters, including losses caused by

earthquakes and tornadoes. According to data from theFederal Emergency Agency (FEMA) in 1982, losses due toexpansive soil in 1970 reached $ 798,100,000 [4]. [5] states,every year building damage, the structure of buildings and

roads caused by expansive soils to predict approximately $150,000,000 in the UK, approximately $ 100,000,000 in theUSA, and even billions of dollars around the world.

In Indonesia, in terms of incidence of the soil, expansiveclay problems almost found all over Indonesia, from North

Sumatra to Papua. Total losses have not been reported, butfrom research and surveys that have been done by theHighways and Road Development Research Center andDepartment of General Construction, a lot of damage that

occurs in several roads on the island of Java caused byexpansive clay soil problems [6].

Swelling testing in the laboratory, its the samples of ring aconfined lateral direction, so there is no measure swellinghorizontal deformation. Thus swelling is assumed to occur

only in the vertical deformation. This condition is somewhatin contrast to many events in the field, which is swell of soilwhich has been depleted earlier. The soil has been shrunkinto cracks due to shrinkage of 3-dimensional. When

.

The Effect of Water Content Change andVariation Suction in Behavior Swelling

of Expansive Soil

Agus Tugas Sudjianto1), Kabul Basah Suryolelono2), Ahmad Rifai2) and Indrasurya B Mochtar3)

1) Civil Engineering Departmen, Widyagama University, Malang, East Java, Indonesia2) Civil Engineering Departmen, Gadjah Mada University, Yogyakarta, Indonesia

3) Civil Engineering Departmen, Institute of Technology Sepuluh November, Suarabaya, IndonesiaE-mail : [email protected]

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swelling, the soil is free swell in all directions from its original

position. One-dimensional model swell (vertical deformation)would not be suitable if the surface of the expansive clay issloping, when clay soil behind the retaining wall, or on theside a tunnel. In the cases its, the swelling horizontaldeformation is very dominant to result wall motion [7].

Expansive soils in Indonesia it appears logical problemsbecome more complex, because our country is located in the

tropics, it always happens wetting and drying cycles due to therainy and dry seasons. The result in areas that have expansive

soils become swelling - shrinkage due to changes in watercontent change and suction. Based on this phenomenon, thisresearch is conducted separately to determine the severity ofsuch influences as how far water content change and suctionto effect behavior swelling of expansive soil.

II. LITERATURE REVIEW

The process swelling of expansive clay influenced byenvironmental factors, including factors differences in

climate, rainfall, drainage systems and ground water levelfluctuation. [8] mentions that the changes in of water contentin clay soil especially in expansive clay, would cause involume changes. Reduction of water content causes the clay toshrink and when the water content increases the clay swell. [9[

states in the process swelling - shrinkage of expansive clay,the process swelling more complex than the processshrinkage.

Some examples of practical problems in geotechnical inexpansive soil can be shown in Fig. 1 [10]. For example, the

structure of roads, building foundations and slope stability arebuilt on ground water. There will be volume change due toswelling and suction of expansive soil when rain occurred

[10].

Spread footingfoundation

Retaining wall

Back fill

Roadway

Na tur al slo pe

Groundwater table

UNSATURATED SOIL

SATURATED SOIL

Precipitation

Evapotranspiration

Reduction ofsoil humidity

Fig. 1. Examples of practical geotechnical problem in expansive clay soil [10]

The behavior swelling on expansive soils is a reversal of

capillary events. When the water content increased and thesoil becomes saturated, the capillary pressure will decreaseand pore water pressure decrease and can be equal tohydrostatic stress. With the decrease of pore pressure tends to

inflate the expansive soil back to swelling on the originalposition [11].

The phenomenon of swelling on expansive soil occurs in

conditions of wetting with the degree saturation (Sr) < 1,meaning the soil is in unsaturated condition. In thisunsaturated condition of the expansive clay experienced threeelement : grain, water and air, resulting namely in negativepore water pressure or suction. As a result of this suction

causes the soil properties to be changed especially on thedegree of saturation (Sr) and voidratio (e). So that the suction

that occurred on expansive soil will affect the behaviorswelling - shrinkage expansive clay [10].

Many cases of swelling that occurred on expansive clay,measuring only be done in vertical deformation, horizontaldeformation while not much noticed. For the analysis anddevelopment with the actual conditions on the field, swellingtest in the laboratory should be able to measure the swelling

in vertical and horizontal deformation[12].Mechanism of swelling on expansive soils in the field

occurs in three dimensions, known as volumetric swelling.[12] states that this type of swelling expansive soil when soil

is dry to wet, during the early stages of expansive soil willexperience a three-dimensional volumetric expansion (three-

dimensional (3-D) volumetric expansions) because dry soilfractured - crack is still open shown in Fig. 2a [12]. At a laterstage, after the cracks on expansive clay wetting or closed due

to rising levels of water in the expansive clay soil volumetricexpansion is only one dimension, clay soil led to increasedsurface shown in Fig. 2b [12].

Fig. 2. Schematic diagram of soil development (a) 3 - D, (b)1 - D [12].

III. MATERIALS AND METHODS

A. Expansive SoilsThe samples of expansive clay taken from Soko, Ngawi

region, East Java Province, its the map as shown in Fig. 3.

Samples were taken in undisturbed and disturbed conditions.Samples were taken 20 m from the shoulder of the road.

Undisturbed samples were taken using a sample tube has alength dimension of 30 cm and a diameter of 7 cm.

Undisturbed samples will be kept to water content change andvibration, its as well as clean from the roots of plants. Fordisturbed samples taken with a hoe and a shovel put in the bagthat had been prepared. The soil samples were taken at depthsof 0.50 m to 1.00 m from ground surface as shown in Fig. 4.

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Fig 3. The map Soko, region Ngawi, East Java.

Fig 4. The exploration soil expansive at Soko, Ngawi, East Java [13].

B. Test Procedure Swelling Vertical and Horizontal

In this study to measure the swelling deformation thendeveloped a tool Oedometer modifications to measure vertical- horizontal swelling and volumetric swelling. Modificationand development tools such as schematic as shown in Fig 5.

Equipment used for research swelling vertical and horizontalare development consolidation of the modified instrument.This device consists of a set of tools Oedometer. In the ringsamples were sets strain gauge to measure the horizontaldedormation ]14], for vertical swelling was measured using

Linear Vertical Displacement Tanducer (LVDT). Strain gaugeand LVDT connected to a strain indicator type P-3500 M, thestrain indicator connected to the computer to acquire researchof data as shown in Fig. 5.a [15]. Details instalation strain

gauge system using rectagular rosets as shown in Fig. 5.b[15]. Measuring the water content change is used gypsumblock modifications which are connected to the multymeterdigital to determine the water resistance of clay soil (Ohm)that is calibrated to water content (%).

The results swelling test tool modification as shown in Fig6 and ring samples modification from membrane material as

shown in Fig 7 [15].The test method according ASTM D4546-96 [16] with a

method based on [17[, which is expandable under surchargepressure of 6.9 kPa, the soil samples are loaded using the ringmembrane (Fig. 7). Dimension of soil samples with a diameterof 6.35 cm and high of 1.70 cm, with initial water content10% and dry density 1.26 g/cm3.

Fig. 5. (a) Schematic vertical - horizontal swelling test equipment of soil

expansive clay, (b) Details of strain gauge installation [15].

Fig. 6. Kembangvertikal testing devices and horizontal modification [15].

Fig 7. Ring membrane modification [15].

C. The calculation of swelling deformationCalculation of vertical - horizontally swelling from the data

acquisition on the modified Oedomeeter to used formula 1 and

2. For the calculation of volumetric swelling by using formula3.

IV. RESULT AND DISCUSSION

A. Soil PropertiesTest properties of clay Soko (Ngawi) is intended to obtain

information about swelling potential from soil properties,

especially soil consistency limits, chemical and mineralcomposition of soil. When observed visually, the clay samplehas a grayish black color. The results properties, chemical andmineral composition of clay expansive of Soko, Ngawi (East

%100%100

D

D

diameterinitial

diameterinitialdiameterfinalSx

%100%100

V

V

volumeinitial

volumeinitialvolumefinalSv

%100%100

H

H

highinitial

highinitialhighfinalSz (1)

(2)

(3)

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Java) as shown in Table 1-3 and Fig. 8 the results of X-ray

difraction.TABLEI

GENERALSOILPROPERTIES

No Property Value

1. Natural water content, wa (%) 63.59

2. Unit weight, (t/m3) 1.51

3. Specific Gravity, Gs 2.624. Plastic Limit, PL (%) 29.77

5. Liquid Limit, LL (%) 101.00

6. Plasticity Index, PI (%) 71.23

7. Shrinkage Limit, SL (%) 10.70

8. Clay content (%) 95.60

9. Classification CH

TABLE2

CHEMICALCOMPOSITIONSOIL

No Property Value (%)

1. SiO2 76.10

2. Al2O3 18.593. Fe2O3 2.75

4. CaO 1.80

5. MgO 0.50

6. Na2O 0.22

7. K2O 0.04

TABLE3

MINERALCOMPOSITION OFSOIL

No Property Value (%)

1. Montmorilonite 76.10

2. Feldspar 16.20

3. Alpha Quartz 5.30

4. Halloysite 4.30

5. Cristobalite 0.90

Fig. 8. X-ray difraction of clay Soko, Ngawi.The result of soil properties especially soil consistency

limits at the liquid limit (LL) 101% and plasticity index (IP)71.32% and the test clay composition inineral Soko, Ngawithe most dominant is the montmorillonite of 49.74%, this soil

have a very high swelling potential. This procedure as was

done by previous researchers include, [17],[18], [19], [20] and

[21] which states, the clay soil classified as a very highswelling potential if the LL>60% and IP> 35% and theamount of montmorillonite over 35% of the total mineralcontent.

B. The Result of Gypsum Block CalibrationTest of vertical and horizontal swelling is based on water

content changes. Measurement of water content changes madewith gypsum blocks. Gypsum block that has been sold in the

market and has been calibrated and has been widely used formeasuring water content in agricultural and geotechnical, oneof which is made Delmorst (Campbell Scientific CanadaCorp.) [22].

The smallest dimension of artificial gypsum block Delmorst

diameter 2.25 cm and 2.86 cm high, so it can not be in thesample swelling test with diameter 6.35 cm and high 1.70 cm.To conform with the dimensions sample swelling test aremade of gypsum block modification with a diameter 1.50 cm

and high 1.00 cm.The result of both gypsum block calibration as in Fig. 9.

The relationship between resistance to water content in thegypsum block Delmorst and gypsum block modifications havethe same behavior that is the greater soil water content, the

smaller the resulting resistence. With eachs calibration valuefor the gypsum block modification resulting equation w = -21.562 Ln (kOhm) + 174.66 with R2 = 0.9922, while for thegypsum block calibration by Delmorst resulting equation w =

- 19.153 Ln (kOhm ) + 154.54 with R2 = 0.996.By knowing the relationship of water content and resistence

on gypsum block modification, then the vertical - horizontalswelling test with dry soil samples with initial water content(wi) = 10% can be in measuring water content change that

occurs during wetting on the samples vertical horizontal

swelling test.

Gypsum block modification

y = -21,562Ln(x) + 174,66

R2 = 0,9922

Gypsum block Delmorst

y = -19,153Ln(x) + 154,54

R2 = 0,9996

0

20

40

60

80

100

120

1 10 100 1000 10000

Resistence (kOhm)

WaterContentofClaySoil(%)

Fig. 9. Calibration of gypsum blocks modifications and gypsum block by

Delmorst.

C. The results of Swelling Tes on Water Content ChangeThe results of swelling vertical, horizontal and volumetric

of soil Soko (Ngawi) on water content changes as shown inTable 4. The result is a graph the relationship between watercontent with swelling vertical, horizontal and volumetric as

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shown in Fig. 12. For relation between the degree of

saturation (Sr) with swelling vertical, horizontal andvolumetric as shown in Fig. 13.

TABLE 4.

RESULTS OF THE SWELLING VERTICAL, HORIZONTAL AND

VOLUMETRIC TEST

Water

Content

w (%)

Degee of

Saturation

Sr (%)

Swelling

vertical

(%)zS

Swelling

horizontal(%)xS

Swelling

volumetric

(%)vS

0.00 0.00 0.00 0.00 0.0010.00 24.27 0.00 0.00 0.00

20.00 42.49 3.99 1.62 7.38

30.00 56.61 7.54 3.34 14.85

40.00 67.54 1.31 4.99 22.7

50.00 75.88 1.09 6.73 31.10

60.00 82.81 18.86 8.44 39.37

70.00 91.10 20.10 9.83 44.89

0

5

10

15

20

25

30

35

40

45

50

0 10 20 30 40 50 60 70 80 90

Water Content, w (%)

Swelling,

S

(%

)

Swelling Horizontal

Swelling Vertical

Swelling Volumetric

Fig. 10. The relationship of water content with swelling vertical, horizontal

and volumetric of soil Soko (Ngawi).

The results swelling vertical - horizontal shows that thegreater water content the greater swelling vertical, horizontaland volumetric occurring as shown in Fig. 9. The figureshows the relationship between water content (w) withswelling vertical (Sz), swelling horizontal (Sx) and swelling

volumetric (Sv) soil Soko (Ngawi). In vertical horizontalswelling test. swelling vertical (Sz), swelling horizontal (Sx)and swelling volumetric (Sv) are greater with increasingwater content and stop swelling on the water content of

77.10%.

0

5

10

15

20

25

30

35

40

45

50

0 10 20 30 40 50 60 70 80 90 100

Degree of Saturation, Sr (%)

Swelling,

S

(%)

Swelling Horizontal

Swelling Vertical

Swelling Volumetric

Fig. 11. Relationships degree of saturation with sweling. vertical, horizontal

and volumetric of soil Soko (Ngawi).

The Relations swelling vertical - horizontal and volumetricwith degree of saturation (Sr) shows that the greater the degree

of saturation (Sr) expansive clay so to greater swellingvertical, horizontal and volumetric that occur as shown in Fig.10. Th results swelling vertical - horizontal and volumetricshowed that the greater the degree of saturation (Sr) of

expansive clay so to greater the swelling vertical, horizontal

and volumetric happened and expansive clay soil it will stopswelling on the degree of saturation (Sr) 100% or Sr= 1.

D. The Results of swellingTest on Varying SuctionThe vertical horizontal swelling test, the specimens have

the condition are unsaturated into saturated. So in swelling testtook place suction phenomenon. To measure the value of

suction to done matric suction test. Proscdur matric suctiontest according to ASTM D 5298-2003 [15]. The results matric

suction test on the Soil Soko (Ngawi) as shown in Table 5 andthe relationship between water content (w) with metricssuction (s) as shown in Fig. 12 and the relationship betweenthe degree of saturation (Sr) with metrics suction (ua uw) asshown in Fig. 13.

TABLE 5.

RESULTS OF THE MATRIC SUCTION TEST

W Initial

(w), %

SrInitial(Sr), %

wFilter Paper(wf),

%mactric suction

(ua uw) (kN/ m2)

10.00 24.27 5.8234 74802.0572

20.00 42.49 11.8533 6349.2700

30.00 56.61 25.9143 2051.1014

40.00 67.54 31.0950 803.0000

50.00 75.88 35.6400 355.7589

60.00 82.81 40.0432 161.3104

70.00 91.10 55.5912 45.8793

77.10 100.00 126.0221 5.1420

1

10

100

1000

10000

100000

0 20 40 60 80 100

Water Content, w (%)

m

atric

suction,

(ua

-uw

)(KN/m

2)

Fig. 12. Curve soil water content with metrics suction of soil Soko (Ngawi).

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1

10

100

1000

10000

100000

1000000

0 20 40 60 80 100

Degree of Saturation, Sr (%)

m

atrik

suction,

(ua

-uw

)(KN/m

2)

Fig. 13. Curve degree of saturation with metrics suction of soil Soko (Ngawi).

This research, the calibration of matric suction limited on

the needs analysis for water content in the vertical andhorizontal swelling test with Oedometer modification. Theresults water content of the vertical and horizontal swellingtest ranging from 10% to 77.10%, so for water content (w i) 80.00% can not be used.

The relationship between matric suction (ua uw) withswelling vertical (Sz), swelling horizontal (Sx) and swellingvolumetric (Sv) as shown in Table 6 and Fig. 14.

TABLE 6

RESULTS OF THE SWELLING VERTICAL, HORIZONTAL AND

VOLUMETRIK WITH VARIATION OF MATRIC SUCTION

Water

Content,

w (%)

Matric suction,

ua uw((kN/ m2))

Swelling

Vertical

(%)zS

Swelling

Horizontal(%)xS

Swelling

Volumetric

(%)v

S

0.00 0.0000 0.00 0.00 0.00

10.00 74802.0572 0.00 0.00 0.00

20.00 6349.2700 3.99 1.62 7.38

30.00 2051.1014 7.54 3.34 14.85

40.00 803.0000 11.31 4.99 22.7

50.00 355.7589 15.09 6.73 31.1060.00 161.3104 18.86 8.44 39,37

70.00 45.8793 20.10 9.83 44,89

0

5

10

15

20

25

30

35

40

45

50

1 10 100 1000 10000 100000

Matric suction, ua-uw (kN/m2)

Swelling,

S(%)

Swelling Volumetric

Swelling Vertical

Swelling Horizontal

Fig. 14. Relationship between swelling with metrics suction clay soil at Soko

(Ngawi)

Fig. 14. shows the relationship between variation metricssuction (ua uw) with swelling vertical (Sz), swellinghorizontal (Sx) and swelling volumetric (Sv) expansive claySoko (Ngawi). The swelling vertical, horizontal and

volumetric smaller with increasing suction. This shows thateffect the suction (s) to behavior swelling expansive soil is the

opposite of the effect of water content (w) and degree of

saturation (Sr).

V. CONCLUSION

Based on research results that have been implemented canbe drawn some conclusions as follows.1. The properties, chemical composition and mineral content

in the clay can be used for classified as swelling potentialof expansive soil.

2. Behavior swelling vertical, swelling horizontal andswelling volumetric with initial water content and densitysimilar to the expansive soil is strongly influenced by

water content changes, the swelling vertical, swellinghorizontal and swelling volumetric linearly increase withincreasing water content.

3. Degree of saturation (Sr) had a great influence on

behaviour swelling vertical, swelling horizontal andswelling volumetric of expansive soil, the swellingvertical, swelling horizontal and swelling volumetriclinearly increase with increasing degree of saturation (Sr)

and to stop swelling at Sr= 1.4. The suction have significant influence on behaviorswelling vertical, swelling horizontal and swellingvolumetric, the greater the value of suction is less swellingvertical, swelling horizontal and swelling volumetric on

the expansive soil.5. The effect suction (s) on the behavior swelling of

expansive clay have contrary to the effect of water content(w) and degree of saturation (Sr).

ACKNOWLEDGMENT

This research was carried out by the financial support of

Directorate of Research and Community Service (DP2M)

Directorate general of Higher Education, Ministry of NationalEducation, Republic of Indonesia through Research Grant

Hibah Penelitian Hibah Bersaing in the fiscal year 2008

with Number of Contract: 233/SP2H/PP/DP2M/III/2008, in

12th March 2008, Allt he contribution are acknowledged.

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[13] Sudjianto, A.T., Pengembangan Pemodelan Pemodelan Swelling

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Research and Community Service (DP2M) Directorate general of Higher

Education, Ministry of National Education, Republic of Indonesia,

November 2008, unpublished.

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Content Variation, Journal Civil Enggineering Dimension, Petra

Christian University, Surabaya, vol 11 no. 2, September 2009.

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]22] Dela, Measurement of Soil Moisture using Gypsum Block,

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Agus Tugas Sudjianto; He is an Associate Professor an Civil

Engineering Department, Faculty of Engineering, Widyagama University,

Malang, East Java, Indonesia, Post Code : 65123.

Telp: +62 341 492282, Fax: +62 341 496919. E-mail: [email protected].

Now, He is a Ph.D Candidate in Geotechnical Engineering, faculty of

Engineering, Gadjah Mada University, Jalan Grafika No. 2, Kampus UGM

yogyakarta, Indonesia, 55281. Telp: +62 274 902245, Fax: +62 274 524713.

He was born in Malang, East Java, Indonesia on 31th Auguts 1969. His

education level at elementary school, junior/middle high school, and senior

high school were experienced in Merauke, Papua. He got graduate program inCivil Engineering (S.T) from Widyagama University, Malang, East Java,

Indonesia from September 1988 until May 1993. He received his Master of

Engineering (M.T) in Geotechnics from Institute Technology Sepuluh

November (ITS) Surabaya, Indonesia from August 1999 until June 2003.

He is lecture in Widyagama University, Malang, East Java, Indonesia since

January 1994 until now. His field of study and research interest is in

problematic soil, soil reinforcment, stabilization soil and modelling soil. He

has published in the Civil Engineering Dimension (CED) Petra Christian

University, Surabaya, Journal of Inter-Universities Forum on Geotechnical

Studies, Symposium of Inter-Universities Forum on Geotechnical Studies

Proceeding Dinamaika Journal (Civil Engineering University of

Muhamadiyah Surakarta, Central Java, Indonesia). He presented papers at the

Research Seminar at Directorat General og Higher Education, Indonesia. He

also involved in profesional association such as member of Inter-Universities

Forum on Geotechnical Studies.

Kabul Basah Suryolelono, Prof. Dr.; His current adress is in Civil

Engineering and Enviroment Department, Faculty of Engineering, Gadjah

Mada University, Jalan Grafika No. 2, Kampus UGM yogyakarta, Indonesia,

55281.Telp: +62 274 902245, Fax: +62 274 524713. E-mail:

[email protected]

His academic experience is :

Doctor, Soil mechanics and Enviromental, Uniersity of Joseph Fourier

grenoble 1, grenovle, France. 1991. Master of Engineering, Soil mechanics and Enviromental, Uniersity of

Joseph Fourier grenoble 1, grenovle, France. 1988.

Bachelor of Science, Civil Engineering, Gadjah Mada University,

Yogyakarta, Indonesia, 1978.

Ahmad Rifai, Dr.; His current adress is in Civil Engineering and Enviroment

Department, Faculty of Engineering, Gadjah Mada University, Jalan Grafika

No. 2, Kampus UGM yogyakarta, Indonesia, 55281. Telp: +62 274 902245,

Fax: +62 274 524713. E-mail: [email protected]

His academic experience is :

Doctor, Geotechnic, The Swiss Federal Institute of Technology Lausanne

(EPFL), Switzerland, 2002.

Master of Engineering, Geotechnic, Institute of Technology Bandung

(ITB), Bandung, Indonesia, 1996.

Bachelor of Science, Civil Engineering, Gadjah Mada University,

Yogyakarta, Indonesia, 1993.

Indrasurya B Mochtar ,Prof., Dr.; His current adress is in Civil Engineering

Department, Faculty of Civil Engineering and Planning, Institute of

Technology Sepuluh November (ITS) Surabya, Indonesia, Kampus ITS

Sukolilo Surabya, Indonesia, 60111. Telp: +62 31 5997152, Fax: +62 31

5947284.

E-mail: [email protected] academic experience is :

Doctor of Philosophy (Ph.D), Civil and Enviromental Engineering,

University of Wisconsin, Medison, USA, 1985.

Master of Science (M.Sc), Civil and Enviromental Engineering,

University of Wisconsin, Medison, USA, 1979.

Bachelor of Science, Civil Engineering Department, Faculty of Civil


(ITS) Surabya, Indonesia, 1977.

115603-3939 ijcee-ijens.pdf

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