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Editor-in-Chief
    Professor Chang-Koon Choi
    Dept. of Civil & Environmental Engineering
    Korea Advanced Institute of Science & Technology
    Daejeon 305-701, Korea
Associate Editor
    Professor Phill-Seung Lee
    Division of Ocean Systems Engineering
    Korea Advanced Institute of Science & Technology
    Daejeon 305-701, Korea

 Impact factor:0.766(2012)
ISSN: 1225-4568(Print), ISSN: 1598-6217(Online)
Vol 49/50/51/52 (24 issues) for 2014, Biweekly
Aims and Scopes
The STRUCTURAL ENGINEERING AND MECHANICS, An International Journal, aims at: providing a major publication channel for structural engineering, wider distribution at more affordable subscription rates; faster reviewing and publication for manuscripts submitted; and a broad scope for wider participation.
The main subject of the Journal is structural engineering concerned with aspects of mechanics. Areas covered by the Journal include:
Structural Mechanics
Design of Civil, Building and Mechanical Structures
Structural Optimization and Controls
Structural Safety and Reliability
New Structural Materials and Applications
Effects of Wind, Earthquake and Wave Loadings on Structures
Fluid-Structure and Soil-Structure Interactions
AI Application and Expert Systems in Structural Engineering. Submission of papers from practicing engineers is particularly encouraged.
Editorial Board
Prof. Akrum Abdul-Latif
University of Paris 8
93290 Tremblay, France

Prof. Sergei Alexandrov
Inst for Problems in Mech., Russian Academy Scis
119526 Moscow, Russia

Prof. Ricardo J. Alves de Sousa
University of Aveiro
3810-193 Aveiro, Portugal

Prof. Charis Alk. Apostolopoulos
University of Patras
26500 Patra, Greece

Prof. Francis Tat Kwong Au
University of Hong Kong
Pokfulam Road, Hong Kong

Prof. Majid Reza Ayatollahi
Iran University of Science & Technology
Tehran 16846/13114, Iran

Prof. A. Benavent-Climent
University of Granada
E-18071 Granada, Spain

Prof. R. de Borst
University of Glasgow
Glasgow G12 8LT, U.K.

Prof. Najib Bouaanani
Polytechnique Montreal
QC, Canada, H3C 3A7

Prof. Andrea Carpinteri
University of Parma
43100 Parma, Italy

Dr. Hua-Peng Chen
University of Greenwich
London SE10 9LS, U.K.

Prof. J. S. Chen
University of California, LA
Los Angeles, CA 90095-1593, USA

Prof. Su Huan Chen
Jilin University
Changchun 130025, China

Prof. J. R. Cho
Pusan National University
Pusan 609-735, Korea

Prof. S. Chucheepsakul
King Mongkut's University of Tech. Thonburi
Bangkok 10140, Thailand

Dr. Omer Civalek
Akdeniz University
Antalya, Turkey

Prof. Rajesh Prasad Dhakal
University of Canterbury
Christchurch, 8140 New Zealand

Prof. Massimo Fragiacomo
University of Sassari
07041 Alghero, Italy

Prof. Paolo Fuschi
U Mediterranea Reggio Calabria
I-89124 Reggio Calabria, Italy

Prof. Bo Wun Huang
Cheng Shiu University
Kaohsiung City 83347, Taiwan

Prof. Raja Rizwan Hussain
CoE-CRT
Riyadh 11421, Saudi Arabia

Prof. V.M. Karbhari
University of Texas at Arlington
Arlington, TX 76019-0125, U.S.A.

Prof. H. G. Kwak
KAIST
Daejeon 305-701, Korea

Prof. S. S. Law
The Hong Kong Polytechnic University
Hung Hom, Kowloon, Hong Kong

Dr. Frederic Lebon
Aix-Marseille University
13402 Marseille Cedex 20, France

Prof. Q. S. Li
City University of Hong Kong
Kowloon, Hong Kong

Dr. S. C. Liu
National Science Foundation
Virginia 22230, U.S.A.

Prof. Yew-Chaye Loo
Griffith University
QLD 4217, Australia
Prof. Yong Lu
The University of Edinburgh
Edinburgh EH9 3JL, U.K.

Prof. Paolo Maria Mariano
Universita di Firenze
I-50139 Firenze, Italy

Prof. Christian Meyer
Columbia University
New York, N.Y. 10027, U.S.A.

Prof. Gabriele Milani
Technical University of in Milan
Milan, Italy 20133

Prof. Y. L. Mo
University of Houston
Houston, TX 77204, U.S.A.

Prof. Salam Rahmatalla
University of Iowa
Iowa, 52242, U.S.A.

Prof. S. Rajasekaran
PSG College of Technology
Coimbatore-641004, Tamilnadu, India

Prof. Mohamme Raoof
Loughborough University
Leicestershire, LE11 3TU, U.K .

Prof. Yuri Ribakov
Ariel University of Cntr Samaria
Ariel, Israel

Prof. Hugo Rodrigues
Polytechnic Institute of Leiria
2411-901 Leiria, Portugal

Dr. Saptarshi Sasmal
CSIR-Structural Engineering Research Center
Chennai 600113, India

Prof. Delfim Soares Junior
Universidade Federal de Juiz de For a
Juiz de Fora (MG), 36036-330, Brazil

Prof. Andrea Spagnoli
University of Parma
43100 Parma, Italy

Prof. Kai-Leung Ray Su
University of Hong Kong
Pokfulam Road, Hong Kong

Prof. Zhongqing Su
Hong Kong Polytechnic University
Kowloon, Hong Kong

Prof. S. Swaddiwudhipong
National University of Singapore
Kent Ridge, Singapore 0511

Prof. Izuru Takewaki
Kyoto University
Kyoto 606-8501, Japan

Prof. Mustafa Toparli
Dokuz Eylul University
Izmir, Turkey

Prof. A. G. Tsonos
Aristotle University of Thessaloniki
54124 Thessaloniki, Greece

Prof. Francesco Ubertini
Universita di Bologna
40136 Bologna, Italy

Prof. Erasmo Viola
University of Bologna
I-40136 Bologna, Italy

Prof. Jong-Shyong Wu
National Cheng-Kung University
Tannan, Taiwan 70101

Prof. Y. B. Yang
National Taiwan University
Taipei, Taiwan 10764

Prof. Victor Yepes
Universidad Politecnica de Valencia
46022 Valencia, Spain

Prof. Ka-Veng Yuen
University of Macau
Taipa, Macau, China

Prof. G. J. Yun
The University of Akron
Akron, OH 44325-3905, U.S.A.

Prof. J. Zarka
CADLM
91190 Gif Sur Yvette, France

Prof. Abdul-Hamid Zureick
Georgia Institute of Technology
Georgia 30332-0355, USA
Abstracted/indexed in
Science Citation Index Expanded(SciSearch)
International Civil Engineering Abstracts
ISI Alerting Services
Current Contents/Engineering, Computing & Technology
ANBAR
International Civil Engineering Abstracts
CITIS-ROM
Abstract Journal in Earthquake Engineering
Shock and Vibration Digest
Metals Abstracts; Engineering Index
COMPENDEX*PLUS
INSPEC(Electrical & Electronic Abstracts and Computer Control Abstracts)
Applied Mechanics Reviews
International Aerospace Abstracts (IAA).
Sample Issue
Volume 41, Number 1, January10 2012
  • Shake table tests on a non-seismically detailed RC frame structure
    Akanshu Sharma, G.R. Reddy and K.K. Vaze
    Abstract; Full Text (3127K)

Abstract
A reinforced concrete (RC) framed structure detailed according to non-seismic detailing provisions as per Indian Standard was tested on shake table under dynamic loads. The structure had 3 main storeys and an additional storey to simulate the footing to plinth level. In plan the structure was symmetric with 2 bays in each direction. In order to optimize the information obtained from the tests, tests were planned in three different stages. In the first stage, tests were done with masonry infill panels in one direction to obtain information on the stiffness increase due to addition of infill panels. In second stage, the infills were removed and tests were conducted on the structure without and with tuned liquid dampers (TLD) on the roof of the structure to investigate the effect of TLD on seismic response of the structure. In the third stage, tests were conducted on bare frame structure under biaxial time histories with gradually increasing peak ground acceleration (PGA) till failure. The simulated earthquakes represented low, moderate and severe seismic ground motions. The effects of masonry infill panels on dynamic characteristics of the structure, effectiveness of TLD in reducing the seismic response of structure and the failure patterns of non-seismically detailed structures, are clearly brought out. Details of design and similitude are also discussed.

Key Words
shake table test; structural engineering; RC structure; dynamic loads; masonry infill panels; tuned liquid dampers; seismic response; nonlinear behaviour; similitude requirements

Address
Akanshu Sharma, G.R. Reddy and K.K. Vaze: Reactor Safety Division, Bhabha Atomic research Centre, Mumbai 400085, India

Abstract
Kriging surrogate model provides explicit functions to represent the relationships between the inputs and outputs of a linear or nonlinear system, which is a desirable advantage for response estimation and parameter identification in structural design and model updating problem. However, little research has been carried out in applying Kriging model to crack identification. In this work, a scheme for crack identification based on a Kriging surrogate model is proposed. A modified rectangular grid (MRG) is introduced to move some sample points lying on the boundary into the internal design region, which will provide more useful information for the construction of Kriging model. The initial Kriging model is then constructed by samples of varying crack parameters (locations and sizes) and their corresponding modal frequencies. For identifying crack parameters, a robust stochastic particle swarm optimization (SPSO) algorithm is used to find the global optimal solution beyond the constructed Kriging model. To improve the accuracy of surrogate model, the finite element (FE) analysis soft ANSYS is employed to deal with the re-meshing problem during surrogate model updating. Specially, a simple method for crack number identification is proposed by finding the maximum probability factor. Finally, numerical simulations and experimental research are performed to assess the effectiveness and noise immunity of this proposed scheme.

Key Words
Kriging surrogate model; crack identification; stochastic particle swarm optimization; probability factor

Address
Hai-yang Gao, Xing-lin Guo and Xiao-fei Hu: State Key Laboratory of Structural Analysis for Industrial Equipment, Dalian University of Technology, Dalian, P.R. China

  • Concrete contribution to initial shear strength of RC hollow bridge columns
    Ick-Hyun Kim, Chang-Ho Sun and Myoungsu Shin
    Abstract; Full Text (4165K)

Abstract
The primary objective of this study was to identify concrete contribution to the initial shear strength of reinforced concrete (RC) hollow columns under lateral loading. Seven large-scale RC rectangular hollow column specimens were tested under monotonic or cyclic lateral loads. The most important design parameter was column length-to-depth aspect ratio ranging between 1.5 and 3.0, and the other test variables included web area ratio, hollow section ratio, and loading history. The tests showed that the initial shear strength reduced in a linear pattern as the column aspect ratio increased, and one specimen tested under cyclic loading achieved approximately 83% of the shear strength of the companion specimen under monotonic loading. Also, several pioneering shear models proposed around the world, all of which were mainly based on tests for columns with solid sections, were reviewed and compared with the test results of this study, for their possible applications to columns with hollow sections. After all, an empirical equation was proposed for concrete contribution to the initial shear strength of RC hollow columns based on fundamental mechanics and the test results.

Key Words
hollow column; shear strength; aspect ratio; displacement ductility; axial load

Address
Ick-Hyun Kim, Chang-Ho Sun: University of Ulsan, Department of Civil and Environmental Engineering, 93 Daehak-ro, Nam-gu, Ulsan 680-749, South Korea Myoungsu Shin: Ulsan National Institute of Science and Technology (UNIST), School of Urban and Environmental Engineering, 100 Banyeon-ri, Eonyang-eup, Ulju-gun, Ulsan 689-798, South Korea

Abstract
Differential Quadrature Method (DQM) is a powerful method which can be used to solve numerical problems in the analysis of structural and dynamical systems. In this study the governing equation which represents the free vibration of coupled shear walls is solved using the DQM method. A one-dimensional model has been used in this study. At the end of study various examples are presented to verify the accuracy of the method.

Key Words
differential quadrature method; coupled shear wall; free vibration; continuum model; sandwich beam

Address
K.B. Bozdogan: Department of Civil Engineering, Cumhuriyet University, Sivas, Turkey

  • Assessment of a concrete arch bridge using static and dynamic load tests
    B. Ozden Caglayan, Kadir Ozakgul and Ovunc Tezer
    Abstract; Full Text (3858K)

Abstract
Assessment of a monumental concrete arch bridge with a total length of 210 meters having three major spans of 30 meters and a height of 65 meters, which is located in an earthquake-prone region in southern part of the country is presented in this study. Three-dimensional finite element model of the bridge was generated using a commercially available general finite element analysis software and based on the outcomes of a series of in-depth acceleration measurements that were conducted on-site, the model was refined. By using the structural parameters obtained from the dynamic and the static tests, calibrated model of the bridge structure was obtained and this model was used for necessary calculations regarding structural assessment and evaluation.

Key Words
concrete arch bridge; dynamic test; model calibration; impact factor; rating factor

Address
B. Ozden Caglayan, Kadir Ozakgul and Ovunc Tezer: Department of Civil Engineering, Istanbul Technical University, 34469 Maslak, Istanbul, Turkey

  • Experimental hysteretic behavior of in-plane loaded reinforced grouted multi-ribbed aerated concrete blocks masonry walls
    Sheng-Cai Li, Jian-Xi Dong and Li-Feng Li
    Abstract; Full Text (2344K)

Abstract
In order to analyze the experimental hysteretic behavior of the in-plane loaded reinforced grouted multi-ribbed aerated concrete blocks masonry walls (RGMACBMW), we have carried out the pseudo static testing on the six specimens of RGMACBMW. Based on the test results and shear failure characteristics, the shear force hysteretic curves and displacement envelope curves of the models were obtained and discussed. On the basis of the hysteretic curves a general skeleton curve of the shear force and displacement was formed. The restoring model was adopted to analyze the seismic behavior and earthquake response of RGMACBMW. The deformation capacity of the specimens was discussed, and the formulas for calculating the lateral stiffness of the walls at different loading stages were proposed as well. The average lateral displacement ductility factor of RGMACBMW calculated based on the test results was 3.16. This value illustrates that if the walls are appropriately designed, it can fully meet the seismic requirement of the structures. The quadri-linear restoring models of the walls degradation by the test results accurately reflect the hysteretic behaviors and skeleton curves of the masonry walls. The restoring model can be applied to the RGMACBMW structure in earthquake response analysis.

Key Words
RGMACBMW, pseudo static test, deformation behavior, stiffness, restoring model

Address
Sheng-Cai Li, Jian-Xi Dong and Li-Feng Li: School of Civil Engineering, Huaqiao University, Quanzhou, China

  • Dynamic analysis of frames with viscoelastic dampers: a comparison of damper models
    R. Lewandowski, A. Bartkowiak and H. Maciejewski
    Abstract; Full Text (755K)

Abstract
Frame structures with viscoelastic (VE) dampers mounted on them are considered in this paper. It is the aim of this paper to compare the dynamic characteristics of frame structures with VE dampers when the dampers are modelled by means of different models. The classical rheological models, the model with the fractional order derivative, and the complex modulus model are used. A relatively large structure with VE dampers is considered in order to make the results of comparison more representative. The formulae for dissipation energy are derived. The finite element method is used to derive the equations of motion of the structure with dampers and such equations are written in terms of both physical and state-space variables. The solution to motion equations in the frequency domain is given and the dynamic properties of the structure with VE dampers are determined as a solution to the appropriately defined eigenvalue problem. Several conclusions concerning the applicability of a family of models of VE dampers are formulated on the basis of results of an extensive numerical analysis.

Key Words
dynamics of frames; viscoelastic dampers; dynamic characteristics; classical rheological models; Kelvin model with fractional order derivative; complex modulus model

Address
R. Lewandowski, A. Bartkowiak and H. Maciejewski: Department of Civil Engineering, Poznan University of Technology, ul. Piotrowo 5, 60-965 Poznan, Poland

  • Time-dependent effects on dynamic properties of cable-stayed bridges
    Francis T.K. Au and X.T. Si
    Abstract; Full Text (840K)

Abstract
Structural health monitoring systems are often installed on bridges to provide assessments of the need for structural maintenance and repair. Damage or deterioration may be detected by observation of changes in bridge characteristics evaluated from measured structural responses. However, construction materials such as concrete and steel cables exhibit certain time-dependent behaviour, which also results in changes in structural characteristics. If these are not accounted for properly, false alarms may arise. This paper proposes a systematic and efficient method to study the time-dependent effects on the dynamic properties of cable-stayed bridges. After establishing the finite element model of a cable-stayed bridge taking into account geometric nonlinearities and time-dependent behaviour, long-term time-dependent analysis is carried out by time integration. Then the dynamic properties of the bridge after a certain period can be obtained. The effects of time-dependent behaviour of construction materials on the dynamic properties of typical cable-stayed bridges are investigated in detail.

Key Words
cable-stayed bridges; concrete creep; geometric nonlinearities; structural health monitoring systems; time-dependent behaviour

Address
Francis T.K. Au and X.T. Si: Department of Civil Engineering, The University of Hong Kong, Pokfulam Road, Hong Kong, China

Table of Contents
       
 
  • 2014  Volume 51      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2014  Volume 50      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2014  Volume 49      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2013  Volume 48      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2013  Volume 47      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2013  Volume 46      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2013  Volume 45      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2012  Volume 44      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2012  Volume 43      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2012  Volume 42      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2012  Volume 41      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2011  Volume 40      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2011  Volume 39      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2011  Volume 38      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2011  Volume 37      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2010  Volume 36      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2010  Volume 35      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2010  Volume 34      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2009  Volume 33      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2009  Volume 32      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2009  Volume 31      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2008  Volume 30      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2008  Volume 29      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2008  Volume 28      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2007  Volume 27      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2007  Volume 26      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2007  Volume 25      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2006  Volume 24      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2006  Volume 23      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2006  Volume 22      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2005  Volume 21      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2005  Volume 20      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2005  Volume 19      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2004  Volume 18      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2004  Volume 17      No. 1      No.2    No.3 _4    No.5    No.6
     
  • 2003  Volume 16      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2003  Volume 15      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2002  Volume 14      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2002  Volume 13      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2001  Volume 12      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2001  Volume 11      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2000  Volume 10      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 2000  Volume 9      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 1999  Volume 8      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 1999  Volume 7      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 1998  Volume 6      No. 1      No.2    No.3    No.4    No.5    No.6    No.7    No.8
     
  • 1997  Volume 5      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 1996  Volume 4      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 1995  Volume 3      No. 1      No.2    No.3    No.4    No.5    No.6
     
  • 1994  Volume 2      No. 1      No.2    No.3    No.4
     
  • 1993  Volume 1      No. 1  
           
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