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Keywords: concrete filled tubular, high strength concrete, non-linear finite element analysis, buckling.

Summary

The use of concrete filled tubular (CFT) columns is becoming popular due to its high stiffness and ductility, but also because they present other advantages: higher speed construction, the possibility to regularize the joints and what it is more important, a higher fire resistance.

The utilization of hollow steel sections filled with concrete is well-known in multi-story buildings because a substantial reduction of the cross section is obtained. Moreover, the high strength concrete is used more and more for precast concrete structures, but the influence of the high strength on this type of columns (CFTs) requires further research.

For the particular case of high strength concrete, Gourley [1] affirms that as the concrete has a low dilatation, an important confinement effect is not produced. However other authors do not agree with this statement. Johansson and Gylltoft [2,3], and Zeghiche and Zahoui [4], have demonstrated by using numerical and experimental studies that it is possible to use high-strength concretes and still achieve a structural ductile behaviour. However a thicker steel tube is needed for HSC compared with normal strength concrete if the aim is the same ductility.

Romero et al. [5] reviewed the numerical models of CFT focussing the interest in the high strength concrete.

Most of the numerical models in the literature take into account separately the contact between the steel and concrete and the slippage. For the contact, a gap model is used and on the other hand the bond-slip is included with elastic-plastic springs in the longitudinal direction. Any of the models have taken into account interaction between both effects. A bond-slip relationship for high strength concrete dependent on the lateral confinement should be provided.

There is uncertainty about the effect of bond between the steel and concrete of slender columns for slender columns of HSC. The effect of slenderness ratio on improving the bond between concrete and steel needs to be studied.

The authors are performing a research project to study the effect of high strength concrete in the buckling. It has three parts: an experimental study, a one-dimensional numerical model and a three-dimensional model. In this paper the initial results of the three-dimensional model are presented. The model is adjusted using experimental data from the literature and from the experiments performed by the research group.

The experimental tests selected to adjust the numerical model corresponds to circular tubular columns filled with concrete (CFT) with pinned supports at both ends subject to axial load and uniaxial bending. In these tests the eccentricity of the load at the ends is fixed and the maximum axial load of the column is evaluated.

The numerical model implemented has presented a suitable degree of accuracy in comparison with thirty experimental tests from the literature.

The numerical model is more rigid and needs to be improved both for the cases of smaller and higher eccentricities, where the displacement corresponding to the maximum load is not well predicted.

References

1: Gourley, B.C., Tort, C., Hajjar, J.F., and Schiller, P.H. "A Synopsis of Studies of the Monotonic and Cyclic Behavior of Concrete-Filled Steel Tube Beam-Columns", Structural Engineering Report No. ST-01-4, Department of Civil Engineering, University of Minnesota, Minneapolis, Minnesota, Version 3.0, December, 263 pp, 2001.
2: Johansson, M. "Composite Action and Confinement Effects in Tubular Steel-Concrete Columns", Department of Structural Engineering, Chalmers University of Technology, Doctoral Thesis, Publication 02:8, Göteborg, Sweden, 173 pp, November 2002.
3: Johansson, M. and Gylltoft, K. "Structural Behavior of Slender Circular Steel-Concrete Composite Columns under Various Means of Load Application", Steel and Composite Structures, Vol. 1, No. 4, Techno-Press, 393-410, 2001.
4: Zeghiche J, Chaoui K, "An experimental behaviour of concrete-filled steel tubular columns", Journal of Constructional Steel Research, 61 (1): 53-66, Jan 2005. doi:10.1016/j.jcsr.2004.06.006
5: Romero M.L., Bonet J.L. and Ivorra S., "A Review of Nonlinear Analysis Models for Concrete Filled Tubular Columns", Innovation In Civil And Structural Engineering Computing, Edited by: B.H.V. Topping, Saxe-Coburg Publications, Stirling, UK, pp 119-142, 2005. doi:10.4203/csets.13.6

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Front Page Browse CCP CSETS CTR IJRT Other Authors Search Purchase Guide FAQ Contact us	Civil-Comp Proceedings ISSN 1759-3433 CCP: 83 PROCEEDINGS OF THE EIGHTH INTERNATIONAL CONFERENCE ON COMPUTATIONAL STRUCTURES TECHNOLOGY Edited by: B.H.V. Topping, G. Montero and R. Montenegro Paper 22 A Three-Dimensional Numerical Model of Circular Concrete Filled Columns C. Lacuesta¹, M.L. Romero¹, S. Ivorra² and J.M. Portoles³ ¹Department of Continuous Medium Mechanics and Theory of Structures, Technical University of Valencia, Spain ²Construction Engineering, Public Works and Urban Organization, University of Alicante, Spain ³Department of Mechanical Engineering and Construction, University Jaume I of Castellón, Spain doi:10.4203/ccp.83.22 purchase the full-text of this paper Full Bibliographic Reference for this paper C. Lacuesta, M.L. Romero, S. Ivorra, J.M. Portoles, "A Three-Dimensional Numerical Model of Circular Concrete Filled Columns", in B.H.V. Topping, G. Montero, R. Montenegro, (Editors), "Proceedings of the Eighth International Conference on Computational Structures Technology", Civil-Comp Press, Stirlingshire, UK, Paper 22, 2006. doi:10.4203/ccp.83.22 Keywords: concrete filled tubular, high strength concrete, non-linear finite element analysis, buckling. Summary The use of concrete filled tubular (CFT) columns is becoming popular due to its high stiffness and ductility, but also because they present other advantages: higher speed construction, the possibility to regularize the joints and what it is more important, a higher fire resistance. The utilization of hollow steel sections filled with concrete is well-known in multi-story buildings because a substantial reduction of the cross section is obtained. Moreover, the high strength concrete is used more and more for precast concrete structures, but the influence of the high strength on this type of columns (CFTs) requires further research. For the particular case of high strength concrete, Gourley [1] affirms that as the concrete has a low dilatation, an important confinement effect is not produced. However other authors do not agree with this statement. Johansson and Gylltoft [2,3], and Zeghiche and Zahoui [4], have demonstrated by using numerical and experimental studies that it is possible to use high-strength concretes and still achieve a structural ductile behaviour. However a thicker steel tube is needed for HSC compared with normal strength concrete if the aim is the same ductility. Romero et al. [5] reviewed the numerical models of CFT focussing the interest in the high strength concrete. Most of the numerical models in the literature take into account separately the contact between the steel and concrete and the slippage. For the contact, a gap model is used and on the other hand the bond-slip is included with elastic-plastic springs in the longitudinal direction. Any of the models have taken into account interaction between both effects. A bond-slip relationship for high strength concrete dependent on the lateral confinement should be provided. There is uncertainty about the effect of bond between the steel and concrete of slender columns for slender columns of HSC. The effect of slenderness ratio on improving the bond between concrete and steel needs to be studied. The authors are performing a research project to study the effect of high strength concrete in the buckling. It has three parts: an experimental study, a one-dimensional numerical model and a three-dimensional model. In this paper the initial results of the three-dimensional model are presented. The model is adjusted using experimental data from the literature and from the experiments performed by the research group. The experimental tests selected to adjust the numerical model corresponds to circular tubular columns filled with concrete (CFT) with pinned supports at both ends subject to axial load and uniaxial bending. In these tests the eccentricity of the load at the ends is fixed and the maximum axial load of the column is evaluated. The numerical model implemented has presented a suitable degree of accuracy in comparison with thirty experimental tests from the literature. The numerical model is more rigid and needs to be improved both for the cases of smaller and higher eccentricities, where the displacement corresponding to the maximum load is not well predicted. References 1 Gourley, B.C., Tort, C., Hajjar, J.F., and Schiller, P.H. "A Synopsis of Studies of the Monotonic and Cyclic Behavior of Concrete-Filled Steel Tube Beam-Columns", Structural Engineering Report No. ST-01-4, Department of Civil Engineering, University of Minnesota, Minneapolis, Minnesota, Version 3.0, December, 263 pp, 2001. 2 Johansson, M. "Composite Action and Confinement Effects in Tubular Steel-Concrete Columns", Department of Structural Engineering, Chalmers University of Technology, Doctoral Thesis, Publication 02:8, Göteborg, Sweden, 173 pp, November 2002. 3 Johansson, M. and Gylltoft, K. "Structural Behavior of Slender Circular Steel-Concrete Composite Columns under Various Means of Load Application", Steel and Composite Structures, Vol. 1, No. 4, Techno-Press, 393-410, 2001. 4 Zeghiche J, Chaoui K, "An experimental behaviour of concrete-filled steel tubular columns", Journal of Constructional Steel Research, 61 (1): 53-66, Jan 2005. doi:10.1016/j.jcsr.2004.06.006 5 Romero M.L., Bonet J.L. and Ivorra S., "A Review of Nonlinear Analysis Models for Concrete Filled Tubular Columns", Innovation In Civil And Structural Engineering Computing, Edited by: B.H.V. Topping, Saxe-Coburg Publications, Stirling, UK, pp 119-142, 2005. doi:10.4203/csets.13.6 purchase the full-text of this paper (price £20) go to the previous paper go to the next paper return to the table of contents return to the book description purchase this book (price £140 +P&P)
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