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REFERENCE LINKING PLATFORM OF KOREA S&T JOURNALS
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Steel and Composite Structures
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Volume 1, Issue 4 - Dec 2001
Volume 1, Issue 3 - Sep 2001
Volume 1, Issue 2 - Jun 2001
Volume 1, Issue 1 - Mar 2001
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The practice of blind bolting connections to structural hollow sections: A review
Barnett, T.C. ; Tizani, W. ; Nethercot, D.A. ;
Steel and Composite Structures, volume 1, issue 1, 2001, Pages 1~16
DOI : 10.12989/scs.2001.1.1.001
Due to aesthetic, economic, and structural performance, the use of structural hollow sections as columns in both continuous moment resisting and nominally pinned construction is attractive. Connecting the beams to these sections is somewhat problematic as there is no access to the interior of the section to allow for the tightening of a standard bolt. Therefore, bolts that may be tightened from one side, i.e., blind bolts, have been developed to facilitate the use of site bolting for this arrangement. This paper critically reviews available information concerning blind bolting technology, especially the performance of fasteners in shear, tension, and moment resisting connections. Also provided is an explanation of the way in which the results have been incorporated into design guidance covering the particular case of nominally pinned connections. For moment resisting connections, it is concluded that whilst the principle has been adequately demonstrated, sufficient data are currently not available to permit the provision of authoritative design guidance. In addition, inherent flexibilities in the connections mean that performance equivalent to full strength and rigid is unlikely to be achievable: a semicontinuous approach to frame design will therefore be necessary.
The behaviour of a new type of connection system for light-weight steel structures applied to roof trusses
Kaitila, Olli ; Kesti, Jyrki ; Makelainen, Pentti ;
Steel and Composite Structures, volume 1, issue 1, 2001, Pages 17~32
DOI : 10.12989/scs.2001.1.1.017
The Rosette-joining system is a completely new press-joining method for cold-formed steel structures. One Rosette-joint has a shear capacity equal to that of approximately four screws or rivets. The Rosette thin-walled steel truss system presents a new fully integrated prefabricated alternative to light-weight roof truss structures. The trusses are built up on special industrial production lines from modified top hat sections used as top and bottom chords and channel sections used as webs which are joined together with the Rosette press-joining technique to form a completed structure easy to transport and install. A single web section is used when sufficient but can be strengthened by double-nesting two separate sections or by using two lateral profiles where greater compressive axial forces are met. An individual joint in the truss can be strengthened by introducing a hollow bolt into the joint hole. The bolt gives the connection capacity a boost of approximately 20%. A series of laboratory tests have been carried out in order to verify the Rosette truss system in practice. In addition to compression tests on individual sections of different lengths, tests have also been done on small structural assemblies and on actual full-scale trusses of a span of 10 metres. Design calculations have been performed on selected roof truss geometries based on the test results, FE-analysis and on the Eurocode 3 and U.S.(AISI) design codes.
Experimental study on the cyclic behaviour of bolted end-plate joints
Adany, Sandor ; Calado, Luis ; Dunai, Laszlo ;
Steel and Composite Structures, volume 1, issue 1, 2001, Pages 33~50
DOI : 10.12989/scs.2001.1.1.033
In this paper an experimental study is performed on end-plate type joints. The test arrangement represents a column-base joint of a steel frame. Altogether six specimens were tested, each of them subjected to cyclic loading. The specimens were carefully designed by performing detailed preliminary calculations so that they would present typical behaviour types of end-plate joints. On the basis of the experimentally established moment-rotation relationship, the cyclic characteristics of each specimen have been calculated and compared to one another. The results are evaluated, qualitative and quantitative conclusions are drawn.
Tests and mechanics model for concrete-filled SHS stub columns, columns and beam-columns
Han, Lin-Hai ; Zhao, Xiao-Ling ; Tao, Zhong ;
Steel and Composite Structures, volume 1, issue 1, 2001, Pages 51~74
DOI : 10.12989/scs.2001.1.1.051
A series of tests on concrete-filled SHS (Square Hollow Section) stub columns (twenty), columns (eight) and beam-columns (twenty one) were carried out. The main parameters varied in the tests are (1) Confinement factor (
) from 1.08 to 5.64, (2) concrete compression strength from 10.7MPa to 36.6MPa, (3) tube width to thickness ratio from 20.5 to 36.5. (4) load eccentricity (e) from 15 mm to 80 mm and (5) column slenderness (
) from 45 to 75. A mechanics model is developed in this paper for concrete-filled SHS stub columns, columns and beam-columns. A unified theory is described where a confinement factor (
) is introduced to describe the composite action between the steel tube and filled concrete. The predicted load versus axial strain relationship is in good agreement with stub column test results. Simplified models are derived for section capacities and modulus in different stages of the composite sections. The predicted beam-column strength is compared with that of 331 beam-column tests with a wide range of parameters. A good agreement is obtained. The predicted load versus midspan deflection relationship for beam-columns is in good agreement with test results. A simplified model is developed for calculating the member capacity of concrete-filled SHS columns. Comparisons are made with predicted columns strengths using the existing codes such as LRFD (AISC 1994), AIJ (1997), and EC4 (1996). Simplified interaction curves are derived for concrete-filled beam-columns.
The ECBL approach for interactive buckling of thin-walled steel members
Dubina, Dan ;
Steel and Composite Structures, volume 1, issue 1, 2001, Pages 75~96
DOI : 10.12989/scs.2001.1.1.075
Actual buckling curves are always characterised by the erosion of ideal buckling curves. In case of compact sections this erosion is due to the imperfections, while for thin-walled members, a supplementary erosion is induced by the phenomenon of coupled instabilities. The ECBL approach- Erosion of Critical Bifurcation Load - represents a practical and convenient tool to characterise the instability behaviour of thin-walled members. The present state-of-art paper describes the theoretical background of this method and the applications to cold-formed steel sections in compression and bending. Special attention is paid to the evaluation methods of erosion coefficient and to their validation. The ECBL approach can be also used to the plastic-elastic interactive buckling of thin-walled members, and the paper provides significant results on this line.
Behaviour and design of structural steel pins
Bridge, R.Q. ; Sukkar, T. ; Hayward, I.G. ; van Ommen, M. ;
Steel and Composite Structures, volume 1, issue 1, 2001, Pages 97~110
DOI : 10.12989/scs.2001.1.1.097
Architectural steel structures with visible tension and compression members are becoming more prevalent as a popular form of construction that reflects the nature of the resistance to the applied loads. These members require the use of structural steel pins at their ends to ensure either axial tension or axial compression in the members. Structural pins have been used as a means of connection for centuries and it would appear that their behaviour is relatively well understood. However, the rules for the design of pins vary quite considerably from code to code and this has caused some confusion amongst consulting structural engineers operating internationally. To provide some insight into this problem, a comprehensive testing program has been carried to examine the influence of parameters such as pin diameter, material properties of the pin, thickness of the loading plates, material properties of the loading plates and the distance of the pin to the edge of the loading plates. The modes of failure have been carefully examined. Based on this study, modifications to current design procedures are proposed that properly take into account the different possible modes of failure.
Refined plastic hinge analysis of steel frames under fire
Chan, S.L. ; Chan, B.H.M. ;
Steel and Composite Structures, volume 1, issue 1, 2001, Pages 111~130
DOI : 10.12989/scs.2001.1.1.111
This paper presents an effective, reliable and accurate method for prediction of structural behaviour of steel frames at elevated temperature. The refined plastic hinge method, which has been used successfully in the second-order elasto-plastic analysis of steel frames at ambient conditions, is adopted here to allow for time-independent fire effects. In contrast to the existing rigorous finite element programs, the present method uses the advanced analysis technique that provides a simple and reliable means for practical study of the behaviour of steel frames at elevated temperature by a limiting stress model. The present method is validated against other test and numerical results.
Buckling of aboveground oil storage tanks under internal pressure
Yoshida, Shoichi ;
Steel and Composite Structures, volume 1, issue 1, 2001, Pages 131~144
DOI : 10.12989/scs.2001.1.1.131
Overpressurization can occur due to the ignition of flammable vapors existing inside aboveground oil storage tanks. Such accidents could happen more frequently than other types of accident. In the tank design, when the internal pressure increases, the sidewall-to-roof joint is expected to fail before failure occurs in the sidewall-to-bottom joint. This design concept is the socalled "frangible roof joint" introduced in API Standard 650. The major failure mode is bifurcation buckling in this case. This paper presents the bifurcation buckling pressures in both joints under internal pressure. Elastic and elastic-plastic axisymmetric shell finite element analysis was performed involving large deformation in the prebuckling state. Results show that API Standard 650 does not evaluate the frangible roof joint design conservatively in small diameter tanks.
Effects of near-fault loading and lateral bracing on the behavior of RBS moment connections
Yu, Qi-Song Kent ; Uang, Chia-Ming ;
Steel and Composite Structures, volume 1, issue 1, 2001, Pages 145~158
DOI : 10.12989/scs.2001.1.1.145
An experimental study was conducted to evaluate the effects of loading sequence and lateral bracing on the behavior of reduced beam section (RBS) steel moment frame connections. Four full-scale moment connections were cyclically tested-two with a standard loading history and the other two with a near-fault loading history. All specimens reached at least 0.03 radian of plastic rotation without brittle fracture of the beam flange groove welds. Two specimens tested with the nearfault loading protocol reached at least 0.05 radian of plastic rotation, and both experienced smaller buckling amplitudes at comparable drift levels. Energy dissipation capacities were insensitive to the types of loading protocol used. Adding a lateral bracing near the RBS region produced a higher plastic rotation; the strength degradation and buckling amplitude were reduced. A non-linear finite element analysis of a one-and-a-half-bay beam-column subassembly was also conducted to study the system restraint effect. The study showed that the axial restraint of the beam could significantly reduce the strength degradation and buckling amplitude at higher deformation levels.