Seismic Vulnerability Assessment of Concrete Pile Foundation

International Conference on Engineering and Applied Science

Osaka, Japan, 7-9 November, 2013

Official Acceptance & Invitation Letter

Dear Lecturer Mohammad Mohinuddin Ahmed,

September 5, 2013

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1178

ICEAS-1697

Seismic Vulnerability Assessment of Concrete Pile Foundation

Mohammad Mohinuddin Ahmed

Department of Civil Engineering

University of Information Technology & Sciences, Chittagong, Bangladesh

[email protected]

Md. Jahangir Alam

Department of Civil Engineering,

Chittagong University of Engineering &Technology, Chittagong, Bangladesh

[email protected]

Ing Uwe E. Dorka

Department of Civil Engineering

University of Kassel, Kassel, Germany

[email protected]

Abstract

Assessment of liquefaction susceptibility is essential for seismically active area when pile

foundations are designed or existing under seismic loading. During the liquefaction soil loss

its strength and stiffness, thus remove the support from pile that can affect the overall

stability of the pile foundations. The main objective of this study is to investigate the extent

of the liquefaction zone that will make unsupported to pile and to assess the effect of the

liquefaction on the pile considering structural and geotechnical aspects. The simplified

empirical procedure of Seed & Idriss based on standard penetration test, liquefaction of soil is

predicted. Besides, a simple approach of Euler load to predict the buckling capacity of an

axially loaded partially embedded pile in sand is formulated using the conventional Davisson

and Robinson method combined with the ACI & area transform theory’s flexural stiffness

equation of the slender concrete column. Example solved as a case study based on above

analytical procedures that an axially loaded existing concrete pile under foundation can be

laterally unsupported in liquefied soils and susceptible to buckling failure and pointer towards

the inclusion of slenderness ratio limit of pile in the respective building code.

Keyword: Liquefaction, SPT-N value, Factor of safety, Concrete pile, Buckling.

1. Introduction

Ground failures generated by liquefaction had been responsible for tremendous amounts of

damage in historical earthquakes around the world, thus demonstrated the seismic

vulnerability of structures. During earthquake induced liquefaction, there is transformation

from a solid state of soil to liquefied state as a result of increased pore water pressure and

reduced effective stress. Thus, saturated soil deposit losses most of its strength and stiffness

that responsible for piles partially free-standing, where such piles are subjected to buckling.

Moreover, blessing of science and modern concrete technology advices to more application

on slender members to achieve economic one in which stability plays a dynamic character.

Assessment for pile foundation are usually implemented by the experts or civil engineer to

know whether the soil at the site is liquefiable or not and behavior of existing pile foundation

or designed one under any seismic conditions so that suitable methods can be adopted. The

1179

disasters investigation of the initiation of liquefaction is essential for foundation, because

liquefaction can cause large lateral loads on pile foundations that can affect the overall

stability of the pile foundations. But, the calculation of buckling loads is always a major

anxiety for practicing engineers due to most of the theoretical studies concentrate on

geotechnical aspects as well as most experimental investigations concerns mainly on

structural part of the pile purely as column. Incidentally, very few researchers were interested

to find out the stability performance of pile foundation due to the liquefaction induced soil

movements.

Aim of the present assessment is to analysis the subsurface soil data to determine the factor of

safety against liquefaction and predict the liquefied soil thickness and to analysis the stability

of partially embedded reinforced concrete pile during earthquake.

2. Case Study: 8 Storied Apartment Building

In this study, an existing 8 storied apartment building located at Kolatoli Mor, Cox’sBazar,

Bangladesh is considered as example case study for the investigation of pile foundation. As

per the proposed seismic map of Bangladesh [12], the site falls under Seismic Zone III, thus

PGA value 0.28 is considered. Total 38 number of Piles are constructed at the building site up

to the depth of 9.144 m from ground level having dia0.45m with f′c= 2800 psi, reinforced

with 6-D16 of fy=60000psi, supports total weight of the building 34393KN . Disturbed and

undisturbed soil samples are collected from the site up to the depth of 12.192 m from two

boreholes located in the site for laboratory tests. The water table is found at the depth of 1.25

m below the ground level. In order to determine the N-value, the SPT tests are conducted at

different depths of the soil strata. Based on different laboratory observations and field test

results the site soil is divided into two different layers of 7.0104m from ground and rest

5.4864m.

3. Analytical Approach

3.1 Liquefaction Susceptibility Assessment

At present there are a number of laboratory tests are in practice to estimate the liquefaction

potential of soils such as dynamic triaxial test, cyclic simple shear test and shaking table test.

Similarly, several empirical methods have been developed over the year based on standard

penetration test(SPT),cone penetration test(CPT) and shear wave velocity measurement for

the assessment of liquefaction potential as discussed by Seed and Idriss[5],Seed et

al.[6],Robertsion and Campanella[3],Youd and Idriss[7].However, in this study liquefaction

potential of selected location have been determined from soil characteristics and SPT based

procedure called Seed-Idriss simplified procedure that was originally proposed in 1971 and

updated over the years such as Seed et al.[6],Youd and Idriss[7],Cetin et al.[2].This procedure

consist of following steps:

3.1.1 Cyclic Shear Stress

According to Seed and Idriss[5] ,the CSRMw is a ratio of the equivalent uniform cyclic shear

stress τav to the initial effective overburden stress, ,at the same depth and expressed as:

CSRMw = ( 0.65 rd (1)

Where, g is the acceleration due to gravity, rd is the stress reduction factor (rd=1.0 for

rock), is peak horizontal acceleration at ground surface, is total overburden stress at

the depth (Z) in question, is initial effective overburden stress at the same depth. Based

on depth (Z) in meters, the value of rd as used in this method are:

Recommended by Youd and Idriss[7],) could be used,

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rd = 1.0 – 0.00765z for z 9.15 m (2)

rd = 1.174 – 0.0267z for 9.15m z 23 m (3)

Recommended by Robertson and Wride[4] may be used,

rd = 0.744-0.008z for 23m<z<30m (4)

Recommended by Youd and Idriss[8],

rd = 0.5 for z>30 m (5)

3.1.2 Cyclic Strength:

At first, corrected normalized SPT blow count (N1)60 is obtained from measured SPT blow

count with consideration of a number of factors. Following the modification, the soil

liquefaction behavior is accounted by converting the (N1)60 to equivalent clean sand (fine

content ≤ 5% SPT blow count, (N1)60cs .

Hence, the strength or capacity of clean sand under an initial effective overburden stress or

one atmosphere to resist liquefaction or the cyclic resistance ratio ,during an earthquake of

magnitude Mw = 7.5 is estimated by the following equation modified after Youd and

Idriss[7],is used to calculate the (CRR7.5)1 atm for a given (N1)60cs.

( CRR7.5) 1atm = (6)

To adjust the (CRR7.5)1 atm to magnitudes other than Mw=7.5,the calculated(CRR7.5)1 atm is

multiplied by magnitude scaling factor (MSF) corresponding to the design earthquake of

moment magnitude Mw. The recommended lower bound MSF values by (Idriss, 1995) and

given by the equation (7).

MSF = (7)

The upper bound MSF values recommended for Mw≤7.5 were originally proposed by Andrus

and Stokoe [1].

Other parameter to adjust the cyclic resistance ratio to initial effective overburden pressures

other than 1.0 tsf, the (CRR7.5)1 atm is multiplied by a correction factor Kσ. In Youd and

Idriss[7],, based on the works by Hynes and Olsen [9] recommended the equation 8 for

calculating Kσ.

Kσ = (8)

Where, is the atmospheric pressure in the same unit as the initial effective overburden

pressure and f is an exponent, which is the function of site conditions. The

recommended value of f is 0.8 for relative density,Dr≤40 and 0.7 for Dr=60.

3.1.3 Factor of Safety (F.S):

The liquefaction susceptibility is quantified in terms of factor of safety along the borehole

depths at available borehole locations using earthquake-induced cyclic stress on the soil and

the cyclic resistance of the soil to withstand the load. The factor of safety (F.S) against

liquefaction is calculated using the equation 1:

F.S = = * MSF * Kσ (9)

Where, (CRR7.5)1 atm is the cyclic resistance ration of the soil in question, CSRMw is the ratio

of the equivalent uniform cyclic shear stress, MSF is magnitude scaling factor, and Kσ is the

correction factor.

If F.S ≤ 1.0, liquefaction is said to occur otherwise liquefaction does not occur.

a. Discussion of liquefaction potentiality analysis & result:

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According to the evaluation of liquefaction potential, the factor of safety against liquefaction

is shown for both exploratory boring sites in Figure 1.It can be observed that the factor of

safety is less than unity at a depth of 2.2 to 3.3 m for BH-02 site. Thus analysis indicates that

site will be liquefy in all magnitude of earthquake with PGA=0.28g.

Contrary to this, no threat of liquefaction in indicated in BH-01 sit at a depth of 5.3m. The

major conclusion drawn from the graph, from ground level depth of liquefaction in BH 1

decreased by 0.8m at depth of 5.4 to 6.2 m, while in BH- 2 actually increased by 1.1m in the

zone of 2.2 to 3.3m. As a result, depth of liquefaction is inclined from Bh-2 to Bh-1 having

about 1m depth for all magnitude of earthquake.

a) Bore Hole 1 b) Bore Hole 2

Figure1: Typical liquefaction potentiality analysis using Seed and Idriss[5] for several

earthquakes and amax=0.28g[12],factor of safety in thousands

3.2 Stability Analysis of Pile:

From a structural perspective, axially loaded piles are long slender columns with lateral

support provided by the surrounding soil. If unsupported, these columns will fail in buckling

instability and not due to crushing of the pile material. Such mode of failure due to lateral

spreading of soil is closely studied in this research. Investigation of pile failure can be done

by the parameters related to bucking as following:

3.2.1 Stiffness of the Member

On the basis of the short-time loads for a slender reinforced concrete column, a simplified

equation permitted by ACI building code [10] (ACI 318-89 Eq. (10-11)) that to be used in

equation (10) for the determination of the flexural stiffness (EI) of the pile is taken as:

EI = 0.4 EcIg (10)

Where Ec is the modulus of elasticity of concrete, and Ig is the moment of inertia of the gross

concrete cross section. Equation (10) singly accounts various factors including slenderness

effects that made the convenience for practical applications.

Again EI for a solid circular RC pile may be found using transformed area theory by Kong

and Evans [14]. Considering the neutral axis to be at the center of the beam and assuming that

the reinforcing steel is uniformly distributed as an annulus of material with a given cover

depth (C), diameter (Do) & modular ratio within the concrete gives-

EI= (11)

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3.2.2 Equivalent Length of the Pile

The accurate determination of equivalent length of the pile (Le) is the important step for

stability analysis which is equal to unsupported length (Lu) plus the depth of fixity (ZF). In

equation (12), the depth of fixity (ZF) is determined by the method proposed by Davission

and Robinson [11], which is used for partially embedded piles in sand and measured from

ground.

= (12)

Where EI is the flexural stiffness of the pile, and is the coefficient of horizontal subgrade

modulus.

Based on beam-on-elastic-foundation theory Equation (12) was formulated as well as

proposed for partially embedded piles. For simplification and compromise, a coefficient 1.8

in equation (12) was advocated in such that the equation is applicable to both bending and

buckling behaviors.

3.2.3 Buckling Load

Euler load (Pcr) for an axially loaded partially embedded reinforced concrete pile is:

(13)

Equation (13) is applicable for the end conditions of K. At the present study that is

considered fixed at the base and at the top pinned and free respectively.

3.2.4 Buckling Resistance of Pile

For the determination of the buckling resistance of a compressive member, an equation

endorsed by Euro code [13](Eq.6.41) is taken as equation (14).

= (14)

Where, is Plastic ultimate load, is factor of safety for material and is the reduction

factor for the relevant buckling mode and corresponding values for the appropriate non-

dimensional slenderness may be obtained from buckling curve of figure 6.4, Euro code 3

[13].

Finally,as per Euro code [13](Eq.6.40) compression member shall be verified against

buckling as follows:

≤ 1.0 (15

Where, is the design value of the compressive force and is the design buckling

resistance of the compressive member.

3.2.5 Discussion of buckling analysis & result:

To assess buckling effect on pile, stability analysis of a pile has been conducted by knowing

equivalent length of pile and water table and considered as fixed parameter. However, such

parameters are varies in different season all the year.

Based on the summery of all stability analysis shown in Table 1 and it is seen that elastic

critical load is the destructive mode of failure and depends on the geometric properties of the

member, i.e. slenderness ratio, rather than the member stiffness. It is found that, pile with

identical length , diameter and support condition but having different stiffness(e.g16448.96

KN-m2

,20530.4 KN-m2) have buckle at similar axial load. Therefore, to prevent the buckling

failure, there should be a minimum pile diameter depending on the depth of liquefiable soil.

1183

Table -1: Summary of all stability analysis results Flexural stiffness (KN-m2) 16448.96 16448.96 20530.4 20530.4

Support Condition 2 0.707 2 0.707

Equivalent length of the pile(m) 7.625 7.625 7.625 7.625

Critical load for buckling (KN) 698.07 6059.15 860.72 6887.89

Ultimate load (KN) 3645 3645 3645 3645

Non –dimensional slenderness 2.28 0 .77563 2.05 0.727

Reduction factor 0.15 0.7 0.2 0.72

Buckling resistance (KN) 364.5192 1701.0896 486.0256 1749.6921

Compressive/axial force (KN) 905.09 905.09 905.09 905.09

Verification against buckling 2.48 0.579 1.86 0.56

4. Conclusion and Further Work

This study investigates the shortcoming of the procedure of assessment of pile foundation

under seismic loading. A detailed step-by step procedure for the evaluation of soil

liquefaction based on a standard penetration test N-value has been performed. Buckling

capacity of the partially embedded slender reinforced concrete pile may be predicted

conservatively using the proposed approach. It can be concluded from case study that fully

embedded end-bearing piles passing through loose to medium-dense sand can buckle under

axial load if the soil surrounding the pile liquefies.

Further studies/research is going on at CUET to determine allowable range or value of

slenderness ratio of pile in liquefaction based on the geotechnical centrifuge test to avoid

such failure during an earthquake.

5. Acknowledgments

The 1st author is supported with a DAAD scholarship by the University of Kassel, Germany

under “SEAN-DEE Medium Term Student” for research stay. The author gratefully

acknowledges this support.

References

[1] Andrus, R. D. and Stokoe, K. H., (1997). Liquefaction resistance based on shear wave

velocity,Proc., NCEER Workshop on Evaluation of Liquefaction Resistance of Soil,

National Centre for Earthquake Engineering Research, State University of New York at

Buffalo, pp.89~128.

[2] Cetin, K. O., Seed, R. B., Kiureghian, A. D., Tokimatsu, K., Harder, L. F., Kayen, R. E.,

and Moss, R. E. S. (2004). Standard penetration test based probabilistic and deterministic

assessment of seismic soil liquefaction potential, Journal of Geotechnical and

1184

Geoenvironmental Engineering, ASCE, Vol. 130, No. 12, pp. 1314~1340.

[3] Robertson, P. K. and Campanella, R. G. (1985). Liquefaction potential of sands using the

CPT, J.GED, ASCE, Vol. 111, No. 3, pp. 384~403.

[4] Robertson, P. K. and Wride, C. E. (1998). Evaluating cyclic liquefaction potential using

cone penetration test, Canadian Geotechnical Journal, Vol. 35, No. 3, pp. 442~459.

[5] Seed, H. B., and Idriss, I. M. (1971). Simplified procedure for evaluating soil liquefaction

Potential. Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 97,

No.SM9, Proceedings Paper 8371, pp. 1249~1273.

[6] Seed, H. B., Tokimatsu, K., Harder, L. F., and Chung, R. M., (1985). Influence of SPT

procedures in soil liquefaction resistance evaluations, Journal of Geotechnical

Engineering, American Society of Civil Engineers, Vol. III, No. 12, pp. 1425~1445.

[7] Youd, T. L. and Idriss, I. M. (2001). Liquefaction resistance of soils, Summary from the

1996 NCEER and 1998 NCEER/NSF Workshops on Evaluations of Liquefaction

Resistance of Soils, ASCE, Vol. 127 (4), pp. 297~313.

[8] Youd,T.L and Idriss,I.M.eds (1997),Proc.,NCEER Workshop on Evaluation of

Liquefection Resistance of Soil,Natioal Center for Earthquake Engineering Reserch, State

Univ.of New York at Bafallo.

[9] Hynes, M.E and Olsen, R.S.(1999),Influence of Confining Stress on Liquefaction

Resistance,Proc.,1st Workshop on Physics and Mechanics of Soil Liquefaction, Balkema,

Rotterdam, The Netherlands,pp.145~152.

[10] ACI Committee 318. 1989. Building code requirements for reinforced concrete and

commentary-ACI 318R-89. American Concrete Institute, Detroit.

[11] Davisson, M. T. and Robison, K. E. 1965. Bending and buckling of partially

embedded piles. Proceedings of 6th International Conference on Soil Mechanics and

Foundation Engineering, Canada, Vol. III, Div. 3-6, 243-246.

[12] Tahmmed M.Al-Hussain, Tahsin R.Hossain and M.Nayem Al-Noman.2012.Proposed

Changes to the Geotechnical Earthquake Engineering Provisions of the Bangladesh

national Building Code.Geotechnical Engineering Journal of the SEAGS & AGSSEA

vol.43 NO.2 June 2012 ISSN 0046-5828.

[13] Eurocode3, Design of steel structures-Part 1-1: General rules and rules for buildings.

EN1993-1-1:2005(E).Brussels, Belgium: Comite European de Normalisation; 2005

[14] Kong F.K., Evans R.H. (1987). Reinforced and prestressed concrete E&FN Spon,

London

Conference Proceedings November 2013

Osaka, Japan

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i

Content

General Information for Participants .................................................................................................. iii

LSBE Committee Board ......................................................................................................................... v

ACCMES Committee Board ................................................................................................................. vi

ICEAS Committee Board .................................................................................................................... viii

Conference Schedule ............................................................................................................................. x

Conference Venue Information .......................................................................................................... xiv

RIHGA Royal Hotel Floor Plan (6F) .................................................................................................. xv

Oral Sessions Agenda ........................................................................................................................... 1

Civil Engineering I ............................................................................................................................ 1

Computer and Information Sciences I .......................................................................................... 36

Life Sciences I .................................................................................................................................. 68

Biomedical Engineering I ............................................................................................................... 87

Environmental Sciences I ............................................................................................................. 120

Life Sciences II .............................................................................................................................. 149

Biological Engineering I ............................................................................................................... 183

Environmental Sciences II ........................................................................................................... 210

Computer and Information Sciences II ...................................................................................... 239

Life Sciences III ............................................................................................................................. 276

Chemical Engineering I/ Fundamental and Applied Sciences I ............................................... 291

Environmental Sciences III .......................................................................................................... 326

Material Sciences and Engineering I ........................................................................................... 362

Life Sciences IV ............................................................................................................................. 399

Environmental Sciences IV .......................................................................................................... 428

Mechanical Engineering I / Electrical and Electronic Engineering I ....................................... 455

Life Sciences V............................................................................................................................... 502

Environmental Science V ............................................................................................................. 600

Mechanical Engineering II ........................................................................................................... 637

Biological Engineering II .............................................................................................................. 676

Environmental Sciences VI/ Geosciences and Petroleum Engineering .................................... 721

Mechanical Engineering III ......................................................................................................... 748

Life Sciences VI ............................................................................................................................. 785

Material Sciences and Engineering II ......................................................................................... 900

ii

Computer and Information Sciences III ..................................................................................... 942

Biomedical Engineering II ........................................................................................................... 979

Chemical Engineering II/ Fundamental and Applied Sciences II .......................................... 1007

Electrical and Electronic Engineering II .................................................................................. 1028

Computer and Information Sciences IV ................................................................................... 1070

Life Sciences VII ......................................................................................................................... 1112

Chemical Engineering III/ Material Sciences and Engineering III ........................................ 1145

Civil Engineering II .................................................................................................................... 1176

Civil Engineering III ................................................................................................................... 1221

Life Sciences VIII ........................................................................................................................ 1243

Poster Session Agenda .................................................................................................................... 1500

Life Sciences I .............................................................................................................................. 1500

Chemical Engineering ................................................................................................................ 1585

Computer and Information Sciences......................................................................................... 1614

Electrical and Electronic Engineering ...................................................................................... 1800

Mechanical Engineering ............................................................................................................. 1831

Material Sciences and Engineering ........................................................................................... 1844

Biomedical Engineering .............................................................................................................. 1886

Biological Engineering ................................................................................................................ 1969

Life Sciences II ............................................................................................................................ 2017

Fundamental and Applied Sciences........................................................................................... 2028

Life Sciences III ........................................................................................................................... 2043

Civil Engineering ........................................................................................................................ 2093

Environmental Sciences .............................................................................................................. 2136

Life Sciences IV ........................................................................................................................... 2161

iii

General Information for Participants

Information and Registration

The Registration and Information Desk will be situated in the RIHGA Royal Hotel Osaka on the

sixth floor, and will be open at the following times:

Wednesday, November 6, 2013 (15:00-17:00)

Thursday, November 7, 2013 (08:15-17:30)

Friday, November 8, 2013 (08:15-16:00)

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iv

Poster Sessions & Poster Requirements

Materials Provided by the Conference Organizer:

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A 60cm*160cm Poster Illustrates the

research findings.

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v

LSBE Committee Board

Ahmad Zuhairi Abdullah Universiti Sains Malaysia

Fadzilah Adibah Abdul Majid Universiti Teknologi Malaysia

Mohd Farid bin Atan University of Sarawak Malaysia

Sue-Joan, Chang National Cheng Kung University

Yen-Chung, Chang National Tsing Hua University

Yun-Peng, Chao Feng Chia University

Pei-Jen, Chen National Taiwan University

H.M. El-Shora Mansoura University

I-Ming Hsing The Hong Kong University of Science and Technology

Shang-Da, Huang National Tsing Hua University

Bing Joe Hwang National Taiwan University of Science and Technology

Kondabagil K. Indian Institute of Technology Bombay

Sungjee Kim Sungkyunkwan University

Li-Fen, Lei National Taiwan University

Yunsheng, Lou Nanjing University of Information Science and

Technology

Mihir Kumar Purkait Indian Institute of Technology Guwahati

Chung-Sung, Tan National Tsing Hua University

Tewin Tencomnao Chulalongkorn University

S.K. Tripathi Indian Institute of Technology Poorkee

Henry N.C. Wong The Chinese University of Hong Kong

Yusri b. Yusup Universiti Sains Malaysia

Hasan Akhtar Zaidi Guru Gobind Singh Indraprastha University

vi

ACCMES Committee Board

Abhijeet K. Digalwar Birla Institute of Technology and Science

Alan K. T. Lau The Hong Kong Polytechnic University

Aminaton Marto Universiti Teknologi Malaysia

Ben Young The University of Hong Kong

C.C. Sorrell University of New South Wales

Cek Fauziah Ishak Universiti Putra Malaysia

Chacko Jacob Materials Science Centre

Choi Jaisung Yonsei University

Gianluca Ranzi The University of Sydney

Hannah Wan-Huan Zhou University of Macau

Kartini Kamaruddin Universiti Teknologi Mara

Jingsheng Chen National University of Singapore

Prof Jaisung Choi University of Seoul

K.W. Chau The Hong Kong Polytechnic University

Kanit Wattanavichien Chulalongkorn University

L.N.Pattanaik Birla Institute of Technology

M. Anusuyadevi Jayachandran Bharathidhasan University

Manoj S Soni The Birla Institute of Technology & Science

Mohd Razman Salim Universiti Teknologi Malaysia

Monica Sharma Malaviya National Institute of Technology Jaipur

Nasser Khalili University of New South Wales

Nilanchal Patel Birla Institute of Technology Mesra

Nilanjana Das University of Calcutta

Norhayati Ahmad MIMMMCSci Universiti Teknologi Malaysia

P.Sivaprakash Karpagam Institute of Technology

Pramod Kumar Jain Indian Institute of Technology Roorkee

PremRajP National Institute of Technology Calicut

Renu Pawels Cochin University of Science & Technology

S.Chandrakaran National Institute of Technology Karnataka

Saxena Ashok K Indian Institute of Technology

Sharad Chandra Srivastava B.I.T Mesra , Ranchi (Jharkhand)

vii

Siti Mariyam Shamsuddin Universiti Teknologi Malaysia

Sri Bandyopadhyay University of New South Wales

Tuty Asma Abu Bakar Universiti Teknologi Malaysia

V K Tewari Indian Institute of Technology Kharagpur

Wiboonluk Pungrasmi Chulalongkorn University

William K. Mohanty Indian Institute of Technology

viii

ICEAS Committee Board

Khalid M. Mosalam Khalid M. Mosalam

Chueerat Jaruskulchai University of California

M. Cheralathan Kasetsart University

J N Bandyopadhyay SRM University

S. Dhar Indian Institute of Technology Kharagpur

Poongothai Shankar University of Calcutta

Amit Agrawal Annamalai University

Cheng Li Indian Institute of Technology Bombay

T.M. Indra Mahlia The Hong Kong Polytechnic University

Kunal Ghosh University of Malaya

Narayanan Kulathuramaiyer Indian Institute of Technology Kanpur

Arup K. Sarma University of Sarawak Malaysia

Suresh K Bhargava Indian Institute of Technology Guwahati

Rapeepan Pitakaso School of Applied Sciences

Jie Liu Ubonratchthani University

Carlos Alejandro Figueroa Carleton University

Dong-Ho Ha Plasmar Tecnologia

Poul Vaeggemose Konkuk University

Maha M. O. Khayyat VIA University College Denmark

Kant Kanyarusoke Umm Al-Qura University

Paramita Bhattacharjee Cape Peninsula University of Technology

Nathalia Devina Widjaja Jadavpur University

C. M. Khalique Binus International University

Banerji P North-West UniversitySouth Africa

P.K. Ghosh Indian Institute of Technology Kharagpur

E George Dharma Prakash Raj Indian Institute of Technology Poorkee

R.P.Bhatnagar Bharathidasan University

V. Vijayagopal Birla Institute of Technology

Amit Awekar Annamalai University

Gustavo Carneiro Indian Institute of Technology Guwahati

Pui-In Mak University of Adelaide

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ERathakrishnan University of Macau

Bassim H. Hameed Indian Institute of Technology Kanpur

Sudhirkumar Barai University of Science Malaysia

S. N. Sarkar Indian Institute of Technology Kharagpur

Samit Bhattacharya Calcutta University

A. P. Shashikala Indian Institute of Technology Kanpur

RM. Senthamarai Birla Institute of Technology

Arnab Bhattacharya Annamalai University

Zbigniew Michalewicz Indian Institute of Technology Kanpur

B. Bhattacharya University of Adelaide

Amin Heidarpour Indian Institute of Technology Kharagpur

Faizal Mustapha Monash University

Susanta Banerjee Universiti Putra Malaysia

M.V.L.R Anjaneyalu Indian Institute of Technology Kharagpur

P. Balasubramanian Birla Institute of Technology

Hui Tong Chua Universiti Teknologi PETRONAS

Andrew Whyte University of Western Australia

Johnson Agbinya Curtin University

Yuen Ka Veng La Trobe University

ShahNor Basri University of Macau

T. V. Gopal Universiti Putra Malaysia

Surendra Kumar SRM University

K. K. Saju Indian Institute of Technology Poorkee

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Conference Schedule

Wednesday, November 6, 2013

Pre-Registration (15:00-17:00)

RIHGA Royal Hotel Osaka (6F)

Thursday, November 7, 2013

Time Information

08:15-17:30 Registration

08:45-10:15

Oral Session Suehiro, Education I Oral Session Koubai, Management I Oral Session Hagoromo, Civil Engineering I Oral Session Nishiki, Computer and Information Sciences I Oral Session Takara, Life Sciences I

10:15-10:30 Tea Break

10:30-12:00 Oral Session Suehiro, Keynote Speech Oral Session Koubai, Biomedical Engineering I Oral Session Hagoromo, Environmental Sciences I Oral Session Takara, Life Sciences II

12:00-13:00 Lunch Time

13:00-14:30

Oral Session Suehiro, Finance Oral Session Koubai, Biological Engineering I Oral Session Hagoromo, Environmental Sciences II Oral Session Nishiki, Computer and Information Sciences II Oral Session Takara, Life Sciences III

14:30-14:45 Tea Break

14:45-16:15

Oral Session Suehiro, Business I Oral Session Koubai, Chemical Engineering I & Fundamental and Applied Science I Oral Session Hagoromo, Environmental Sciences III Oral Session Nishiki, Material Sciences and Engineering I Oral Session Takara, Life Sciences IV

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16:15-16:30 Tea Break

16:30-18:00

Oral Session Suehiro, Language I Oral Session Koubai, Economics & Communication Oral Session Hagoromo, Environmental Sciences IV Oral Session Nishiki, Mechanical Engineering I & Electrical and Electronic Engineering I Oral Session Takara, Life Sciences V

Poster Session

Time Information

08:15-17:30 Registration

09:00-10:00 Poster Session Ougi, Life Sciences I

10:15-10:30 Tea Break

11:00-12:00 Poster Session Ougi, Chemical Engineering

12:00-13:00 Lunch Time

13:00-14:00

Poster Session Ougi, Education Language Management Business Finance Computer and Information Sciences

14:30-14:45 Tea Break

15:00-16:00 Poster Session Ougi, Electrical and Electronic Engineering Mechanical Engineering Material Engineering

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Thursday, November 8, 2013

Time Information

08:15-17:30 Registration

08:45-10:15

Oral Session Suehiro, Linguistics I Oral Session Koubai, Business II Oral Session Hagoromo, Environmental Sciences V Oral Session Nishiki, Mechanical Engineering II Oral Session Takara, Biological Engineering II

10:15-10:30 Tea Break

10:30-12:00

Oral Session Suehiro, Language II & Linguistics II Oral Session Koubai, Culture & Psychology & Sociology Oral Session Hagoromo, Environmental Sciences VI & Geosciences and Petroleum Engineering Oral Session Nishiki, Mechanical Engineering III Oral Session Takara, Life Sciences VI

12:00-13:00 Lunch Time

13:00-14:30

Oral Session Suehiro, Literature I Oral Session Koubai, Management II Oral Session Hagoromo, Material Sciences and Engineering II Oral Session Nishiki, Computer and Information Sciences III Oral Session Takara, Biomedical Engineering II

14:30-14:45 Tea Break

14:45-16:15

Oral Session Suehiro, Education II & Literature II Oral Session Koubai, Chemical Engineering II & Fundamental and Applied Science II Oral Session Hagoromo, Electrical and Electronic Engineering II Oral Session Nishiki, Compute and Information Sciences IV Oral Session Takara, Life Sciences VII

16:15-16:30 Tea Break

16:30-18:00

Oral Session Suehiro, Education III Oral Session Koubai, Chemical Engineering III &

Material Engineering III Oral Session Hagoromo, Civil Engineering II Oral Session Nishiki, Civil Engineering III Oral Session Takara, Life Sciences VIII

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Poster Session

Time Information

08:15-17:30 Registration

09:00-10:00 Poster Session Ougi, Biomedical Engineering

10:15-10:30 Tea Break

11:00-12:00 Poster Session Ougi, Biological Engineering Life Sciences II Fundamental and Applied Sciences

12:00-13:00 Lunch Time

13:00-14:00 Poster Session Ougi, Life Sciences III

14:30-14:45 Tea Break

15:00-16:00 Poster Session Ougi, Civil Engineering Environmental Sciences Life Sciences IV

Saturday, November 9, 2013

Executive Committee Meeting (Committee Only)

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Conference Venue Information

RIHGA Royal Hotel Osaka

5-3-68 Nakanoshima, Kita-ku, Osaka 530-0005 Japan

Phone: +81 (0)6-6448-1121 Fax: +81 (0)6-6448-4414

Website: http://www.rihga.com/osaka/

RIHGA Royal Hotel Osaka takes pride in being among the largest hotels in Japan. Featuring more

than twenty restaurants and bars serving food from around the world including Japanese

cuisine, the hotel functions as a complete town, filled with some sixty shops. Adjacent to an

international conference center, the RIHGA Royal Hotel Osaka is flanked by rivers and

surrounded by beautiful scenery. Conveniently located in a safe district, the RIHGA Royal Hotel

Osaka provides easy access to sightseeing spots in Kyoto, about one hour using the direct

subway that runs under the hotel. Provided with all the functions of a Western hotel, the hotel is

tastefully decorated in accordance with Japanese aesthetics including the use of washi. Even if

your sojourn is short, you can enjoy the elegance of Japan to your heart’s content. An excellent

recommendation is a dinner of traditional Japanese food under our artificial starry sky.

How to get to RIHGA Royal Hotel Osaka

From Kansai International Airport:

Use the JR airport rapid service to

Osaka station, about 65 minutes

From JR Osaka Station:

10 minutes using the free shuttle bus

or a taxi, approximately 1,000 yen.

Alternatively, board the Osaka-bound bun from bus terminal number five on the first floor of the

airport. Get off at Herbis Osaka, then take a taxi or the free shuttle bus from JR Osaka station as

above.

You can also catch a taxi. The ride is approximately 60 minutes and costs about 18,000 yen.

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RIHGA Royal Hotel Floor Plan (6F)