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    Prof. Chang-Koon Choi (Managing Ed.)
    Dept. of Civil & Environ. Eng.
    KAIST, Daejeon 34141, Korea

    Prof. Dennis Lam (European Ed.)

    School of Eng. Design & Tech.
    Univ. of Bradford
    Bradford BD7 1DP, United Kingdom

    Prof. Brian Uy (Asia-Pacific Ed.)

    School of Eng.
    The University of Sydney
    Sydney, NSW 2006, Australia

Associate Editor
    Prof. Seong Su Kim

    Dept. of Mech. Eng.
    KAIST, Daejeon 34141, Korea

 SCIE (Impact factor: 4.0)  
ISSN: 1229-9367(Print) ISSN: 1598-6233(Online)
Vol.50/51/52/53 (24 issues) for 2024, Semi-Monthly
Hybrid Open Access journal: there is an Optional Open Access Fee of USD 1195.
For correspondence:
The Official Journal of International Association of Structural Engineering and Mechanics(IASEM).
This work was supported by the Korean Federation of Science and Technology Societies (KOFST) grant funded by the Korea goverment (MOSF&MSIP).
Aims and Scope

Steel & Composite Structures, An International Journal, provides and excellent publication channel which reports the up-to-date research developments in the steel structures and steel-concrete composite structures, and FRP plated structures from the international steel community. The research results reported in this journal address all the aspects of theoretical and experimental research, including Buckling/Stability, Fatigue/Fracture, Fire Performance, Connections, Frames/Bridges, Plates/Shells, Composite Structural Components, Hybrid Structures, Fabrication/Maintenance, Design Codes, Dynamics/Vibrations, Nonferrous Metal Structures, Non-metalic plates, Analytical Methods.
The Journal specially wishes to bridge the gap between the theoretical developments and practical applications for the benefits of both academic researchers and practicing engineers. In this light, contributions from the practicing engineers are especially welcome.
Editorial Board
Prof. J.M. Aribert
INSA Rennes
35708 Rennes, France

Prof. C.C. Baniotopoulos
University of Birmingham
Birmingham B15 2TT, UK

Prof. Alemdar Bayraktar
Karadeniz Technical University
61080 Trabzon, Turkey

Prof. Mark A. Bradford
The Univ of New South Wales
Sydney, NSW 2052, Australia

Prof. Luis Calado
Instituto Superior Tecnico
1049-001 Lisboa, Portugal

Prof. Dinar Camotim
Instituto Superior Tecnico
1049-001 Lisboa, Portugal

Dr. Tak Ming Chan
HK Polytechnic Univ
Kowloon, Hong Kong

Prof. W.F. Chen
Univ of Hawaii at Manoa
Honolulu, HI 96822, USA

Prof. Yiyi Chen
Tongji University
Shanghai, China

Prof. Ken P. Chong
Nat Inst of Stand and Tech
Gaitherburg, MD, USA

Prof. Adrian Ciutina
Politehnica Univ of Timisoara
300224 Timisoara, Romania

Prof. Buick Davison
University of Sheffield
Sheffield S10 2TN, UK

Prof. J.F. Demonceau
University of Liege
4000 Liege, Belgium

Prof. D. Dubina
Polyt Univ of Timisoara
Timisoara, Romania

Prof. W.S. Easterling
Virginia Tech
Blacksburg, VA, USA

Prof. C.A. Graciano
Nat Univ of Colombia
Bogota, Colombia

Prof. Lin-Hai Han
Tsinghua University
Beijing 100084, China

Prof. Stephen Hicks
The University of Warwick
Coventry, UK

Prof. Mohammed Hjiaj
Nat Inst of Appl Sci
35708 Rennes, France

Prof. Xiaodong Ji
Tsinghua University
Beijing 100084, China

Prof. T.L. Karavasilis
Univ of Southampton
Southampton, UK

Prof. Dunai Laszlo
Budapest U of Tech&Econ
1111 Budapest, Hungary

Prof. Roberto Leon
Virginia Tech
Blacksburg, VA, USA

Prof. Guo-Qiang Li
Tongji University
Shanghai 200092, China

Prof. Qing Quan Liang
Victoria University
Melbourn, Australia

Prof. Richard Liew
Nat Univ of Singapore
119077 Singapore

Prof. Mahen Mahendran
Queensland U of Tech
Brisbane, QLD, Australia

Prof. Gianluca Ranzi
University of Sydney
NSW 2006, Australia

Prof. Manuel L. Romero
Technical Univ of Valencia
46022 Valencia, Spain

Prof. E.J. Sapountzakis
Nat Tech Univ of Athens
Athens 15780, Greece

Prof. Luis Simoes da Silva
University of Coimbra
Coimbra, Portugal

Prof. K.S. Sivakumaran
McMaster University
Hamilton, ON, Canada

Prof. Zhong Tao
Western Sydney Univ
Sydney, NSW, Australia

Prof. Keh-Chyuan Tsai
National Taiwan Univ
Taipei, 10617 Taiwan

Prof. Chia-Ming Uang
University of California
San Diego, CA, USA

Dr. Yong Wang
The Univ of Manchester
Manchester, M60 1QD, UK

Prof. Yan Xiao
Univ of Southern California
LA, CA 90007, USA

Prof. Ben Young
University of Hong Kong
Pokfulam, Hong Kong

Prof. Riccardo Zandonini
University of Trento
38122 Trento TN, Italy

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IASEM Code of Ethics: Code of Ethics

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There is an option of publishing your paper as Open Access. When you receive a formal acceptance email, you will find a link that you may click on to pay the Article Processing Charge (APC) for Open Access publishing.

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Sample Issue
Volume 12, Number 1, January 2012
  • Static analysis of FGM cylinders by a mesh-free method
    M. Foroutan, R. Moradi-Dastjerdi,and R. Sotoodeh-Bahreini
    Abstract; Full Text (1676K)

In this paper static analysis of FGM cylinders subjected to internal and external pressure was carried out by a mesh-free method. In this analysis MLS shape functions are used for approximation of displacement field in the weak form of equilibrium equation and essential boundary conditions are imposed by transformation method. Mechanical properties of cylinders were assumed to be variable in the radial direction. Two types of cylinders were analyzed in this work. At first cylinders with infinite length were considered and results obtained for these cylinders were compared with analytical solutions and a very good agreement was seen between them. Then the proposed mesh-free method was used for analysis of cylinders with finite length and two different types of boundary conditions. Results obtained from these analyses were compared with results of finite element analyses and a very good agreement was seen between them.

Key Words
FGM; cylinder; stress; mesh-free; MLS shape function; FEM.

M. Foroutan,and R. Sotoodeh-Bahreini : Mechanical Engineering Department, Razi University, Kermanshah, Iran R. Moradi-Dastjerdi : Islamic Azad University

  • Experimental study of cyclic behavior of composite vertical shear link in eccentrically braced frames
    M.A. Shayanfar, M.A. Barkhordari, and A.R. Rezaeian
    Abstract; Full Text (8789K)

This paper is an experimental study on the behavior of vertical shear link in normal (steel section with and without stiffener) and composite (steel section with concrete located at the area limited to web and flanges of the section) configurations. This study is mainly aimed to perceive failure mechanism, collect laboratory data, and consider the effect of number of transverse reinforcements on strength and ductility of composite vertical links. There have been four specimens selected for examining the effects of different details .The first specimen was an I section with no stiffener, the second composed of I section with stiffeners provided according to AISC 2005. The third and fourth specimens were composed of I sections with reinforced concrete located at the area between its flanges and web. The tests carried out were of quasi-static type and conducted on full scale specimens. Experimental findings show remarkable increase in shear capacity and ductility of the composite links as compared to the normal specimens.

Key Words
eccentrically braced frame, vertical link, composite link, stiffener, transverse reinforcement,confinement

M.A. Shayanfar and M.A. Barkhordari : Center of Excellence for Fundamental Studies in Structural Engineering, Civil Engineering Department, Iran University of Science and Technology, Tehran, Iran A.R. Rezaeian : Department of Civil Engineering, Karaj Branch, Islamic Azad University, Karaj, Iran

  • Tests and finite element analysis on the local buckling of 420 MPa steel equal angle columns under axial compression
    G. Shi, Z. Liu, H.Y. Ban, Y. Zhang, Y.J. Shi, and Y.Q. Wang
    Abstract; Full Text (4266K)

Local buckling can be ignored for hot-rolled ordinary strength steel equal angle compression members, because the width-to-thickness ratios of the leg don\'t exceed the limit value. With the development of steel structures, Q420 high strength steel angles with the nominal yield strength of 420 MPa have begun to be widely used in China. Because of the high strength, the limit value of the width-to-thickness ratio becomes smaller than that of ordinary steel strength, which causes that the width-to-thickness ratios of some hot-rolled steel angle sections exceed the limit value. Consequently, local buckling must be considered for 420 MPa steel equal angles under axial compression. The existing research on the local buckling of high strength steel members under axial compression is briefly summarized, and it shows that there is lack of study on the local buckling of high strength steel equal angles under axial compression. Aiming at the local buckling of high strength steel angles, this paper conducts an axial compression experiment of 420MPa high strength steel equal angles, including 15 stub columns. The test results are compared with the corresponding design methods in ANSI/AISC 360-05 and Eurocode 3. Then a finite element model is developed to analyze the local buckling behavior of high strength steel equal angles under axial compression, and validated by the test results. Followingthe validation, a finite element parametric study is conducted to study the influences of a range of parameters, and the analysis results are compared with the design strengths by ANSI/AISC 360-05 and Eurocode 3.

Key Words
local buckling; high strength; steel equal angle; axial compression; Q420; finite element analysis.

G. Shi, H.Y. Ban, Y.J. Shi, and Y.Q. Wang : 1Key Laboratory of Civil Engineering Safety and Durability of China Education Ministry, Department of Civil Engineering, Tsinghua University, Beijing 100084, P.R. China Z. Liu and Y. Zhang : School of Civil Engineering, Beijing Jiaotong University, Beijing 100044, P.R. China

  • Compression failure and fiber-kinking modelingof laminated composites
    A. Kabiri Ataabadi, S. Ziaei-Rad, and H. Hosseini-Toudeshky
    Abstract; Full Text (4812K)

In this study, the physically-based failure models for matrix and fibers in compression and tension loading are introduced. For the 3D stress based fiber kinking model a modification is proposed for calculation of the fiber misalignment angle. All of these models are implemented into the finite element code by using the advantage of damage variable and the numerical results are discussed. To investigate the matrix failure model, purely in-plane transverse compression experiments are carried out on the specimens made by Glass/Epoxy to obtain the fracture surface angle and then a comparison is made with the calculated numerical results. Furthermore, shear failure of (

Key Words
laminated composite; compression; fiber-kinking; matrix failure.

A. Kabiri Ataabadi and S. Ziaei-Rad : Department of Mechanical Eng., Isfahan University of Technology, Isfahan 84156-83111, Iran H. Hosseini-Toudeshky : Department of Aeronatical Eng., Amirkabir University of Technology, Hafez Ave., Tehran, Iran

  • Effect of element interaction and material nonlinearity on the ultimate capacity of stainless steel cross-sections
    M. Theofanous and L. Gardner
    Abstract; Full Text (3081K)

The effect of element interaction and material nonlinearity on the ultimate capacity of stainless steel plated cross-sections is investigated in this paper. The focus of the research lies in cross-sections failing by local buckling; member instabilities, distortional buckling and interactions thereof with local buckling are not considered. The cross-sections investigated include rectangular hollow sections (RHS), I sections and parallel flange channels (PFC). Based on previous finite element investigations of structural stainless steel stub columns, parametric studies were conducted and the ultimate capacity of the aforementioned cross-sections with a range of element slendernesses and aspect ratios has been obtained. Various design methods, including the effective width approach, the direct strength method (DSM), the continuous strength method (CSM) and a design method based on regression analysis, which accounts for element interaction, were assessed on the basis of the numerical results, and the relative merits and weaknesses of each design approach have been highlighted. Element interaction has been shown to be significant for slender cross-sections, whilst the behaviour of stocky cross-sections is more strongly influenced by the material strain-hardening characteristics. A modification to the continuous strength method has been proposed to allow for the effect of element interaction, which leads to more reliable ultimate capacity predictions. Comparisons with available test data have also been made to demonstrate the enhanced accuracy of the proposed method and its suitability for the treatment of local buckling in stainless steel cross-sections.

Key Words
classification, cross-section, element interaction, local buckling, numerical modelling, slenderness, stainless steel, stub column

M. Theofanous : Department of Civil Engineering, Aristotle University of Thessaloniki, Thessaloniki GR-541 24, Greece L. Gardner : Department of Civil and Environmental Engineering, Imperial College London, London SW7 2AZ, UK

Table of Contents.
  • 2024  Volume 52      No. 1  
  • 2024  Volume 51      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2024  Volume 50      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2023  Volume 49      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2023  Volume 48      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2023  Volume 47      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2023  Volume 46      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2022  Volume 45      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2022  Volume 44      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2022  Volume 43      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2022  Volume 42      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2021  Volume 41      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2021  Volume 40      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2021  Volume 39      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2021  Volume 38      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2020  Volume 37      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2020  Volume 36      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2020  Volume 35      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2020  Volume 34      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2019  Volume 33      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2019  Volume 32      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2019  Volume 31      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2019  Volume 30      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2018  Volume 29      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2018  Volume 28      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2018  Volume 27      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2018  Volume 26      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2017  Volume 25      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2017  Volume 24      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2017  Volume 23      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2016  Volume 22      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2016  Volume 21      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2016  Volume 20      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2015  Volume 19      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2015  Volume 18      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2014  Volume 17      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2014  Volume 16      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2013  Volume 15      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2013  Volume 14      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2012  Volume 13      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2012  Volume 12      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2011  Volume 11      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2010  Volume 10      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2009  Volume 9      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2008  Volume 8      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2007  Volume 7      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2006  Volume 6      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2005  Volume 5      No. 1      No.2    No.4    No.5    No.6
  • 2004  Volume 4      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2003  Volume 3      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2002  Volume 2      No. 1      No.2    No.3    No.4    No.5    No.6
  • 2001  Volume 1      No. 1      No.2    No.3    No.4


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