Structural Engineering and Mechanics

Techno-Press (테크노프레스)
권호 표지
DOI QR코드

DOI QR Code

Influence of lateral motion of cable stays on cable-stayed bridges

  • Wang, P.H. (Department of Civil Engineering, Chung-Yuan University) ;
  • Liu, M.Y. (Department of Civil Engineering, Chung-Yuan University) ;
  • Huang, Y.T. (Department of Civil Engineering, Chung-Yuan University) ;
  • Lin, L.C. (Department of Civil Engineering, Chung-Yuan University)
  • Received : 2008.07.18
  • Accepted : 2009.12.28
  • Published : 2010.04.20
⟨ Previous Next ⟩

Abstract

The aim of this paper concerns with the nonlinear analysis of cable-stayed bridges including the vibration effect of cable stays. Two models for the cable stay system are built up in the study. One is the OECS (one element cable system) model in which one single element per cable stay is used and the other is MECS (multi-elements cable system) model, where multi-elements per cable stay are used. A finite element computation procedure has been set up for the nonlinear analysis of such kind of structures. For shape finding of the cable-stayed bridge with MECS model, an efficient computation procedure is presented by using the two-loop iteration method (equilibrium iteration and shape iteration) with help of the catenary function method to discretize each single cable stay. After the convergent initial shape of the bridge is found, further analysis can then be performed. The structural behaviors of cable-stayed bridges influenced by the cable lateral motion will be examined here detailedly, such as the static deflection, the natural frequencies and modes, and the dynamic responses induced by seismic loading. The results show that the MECS model offers the real shape of cable stays in the initial shape, and all the natural frequencies and modes of the bridge including global modes and local modes. The global mode of the bridge consists of coupled girder, tower and cable stays motion and is a coupled mode, while the local mode exhibits only the motion of cable stays and is uncoupled with girder and tower. The OECS model can only offers global mode of tower and girder without any motion of cable stays, because each cable stay is represented by a single straight cable (or truss) element. In the nonlinear seismic analysis, only the MECS model can offer the lateral displacement response of cable stays and the axial force variation in cable stays. The responses of towers and girders of the bridge determined by both OECS- and MECS-models have no great difference.

Keywords

References

  1. Abdel-Ghaffar, A.M. and Khalifa, M.A. (1991), "Importance of cable vibration in dynamics of cable-stayed bridges", J. Eng. Mech-ASCE, 117(11), 2571-2589. https://doi.org/10.1061/(ASCE)0733-9399(1991)117:11(2571)
  2. Au, F.T.K., Cheng, Y.S., Cheung, Y.K. and Zheng, D.Y. (2001), "On the determination of natural frequencies and mode shapes of cable-stayed bridges", Appl. Math. Model., 25(12), 1099-1115. https://doi.org/10.1016/S0307-904X(01)00035-X
  3. Ernst, H.J. (1965), "Der E-Modul von Seilen unter Beruecksichtigung des Durchhanges", Der Bauingenieur 40(2), 52-55 (in German).
  4. Fleming, J.F. (1979), "Nonlinear static analysis of cable-stayed bridge structures", Comput. Struct., 10(4), 621-635. https://doi.org/10.1016/0045-7949(79)90006-3
  5. Gattulli, V. and Lepidi, M. (2007), "Localization and veering in the dynamics of cable-stayed bridges", Comput. Struct., 85(21-22), 1661-1678. https://doi.org/10.1016/j.compstruc.2007.02.016
  6. Gimsing, N.J. (1997), Cable Supported Bridges: Concept and Design, 2nd edition, John Wiley & Sons Ltd., Chichester.
  7. Khalifa, M.A. (1993), "Parametric study of cable-stayed bridge response due to traffic-induced vibration", Comput. Struct., 47(2), 321-339. https://doi.org/10.1016/0045-7949(93)90383-O
  8. Lee, W.H.K., Shin, T.C., Kuo, K.W., Chen, K.C. and Wu, C.F. (2001), "CWB free-field strong-motion data from the 21 September Chi-Chi, Taiwan, Earthquake", B. Seismol. Soc. Am., 91(5), 1370-1376.
  9. Leonhardt, F. and Zellner, W. (1991), "Past, present and future of cable-stayed bridges", Proceedings of the Seminar of Cable-Stayed Bridges: Recent Developments and Their Future, Yokohama, December.
  10. Morris, N.F. (1974), "Dynamic analysis of cable-stiffened structures", J. Struct. Div-ASCE, 100(5), 971-981.
  11. Pinto da Costa, A., Martins, J.A.C., Branco, F. and Lilien, J.L. (1996), "Oscillations of bridge stay cables induced by periodic motions of deck and/or towers", J. Eng. Mech-ASCE, 122(7), 613-622. https://doi.org/10.1061/(ASCE)0733-9399(1996)122:7(613)
  12. Schrader, K.H. (1969), Die Deformationsmethode als Grundlage einer Problemorientierten Sprache, BITaschenbuch, 830, Bibliographisches Institute, Mannheim, Zurich.
  13. Schrader, K.H. (1978), MeSy Einfuehrung in das Konzept und Benutzeranleitung fuer das Programm MESYMINI, Technisch-Wissenschaftliche Mitteilung Nr. 78-11, Institut Fuer Konstruktiven Inginieurbau, Ruhr-Universitaet Bochum.
  14. Tang, M.C. (1971), "Analysis of cable-stayed girder bridges", J. Struct. Div-ASCE, 97(5), 1481-1496.
  15. Wang, P.H. and Yang, C.G. (1996), "Parametric studies on cable-stayed bridges", Comput. Struct., 60(2), 243-260. https://doi.org/10.1016/0045-7949(95)00382-7
  16. Wang, P.H., Tang, T.Y. and Zheng, H.N. (2004), "Analysis of cable-stayed bridges during construction by cantilever methods", Comput. Struct., 82(4-5), 329-346. https://doi.org/10.1016/j.compstruc.2003.11.003
  17. Wang, P.H., Tseng, T.C. and Yang, C.G. (1993), "Initial shape of cable-stayed bridges", Comput. Struct., 46(6), 1095-1106. https://doi.org/10.1016/0045-7949(93)90095-U
  18. Wilkinson, J.H. and Reinsch, C. (1971), Handbook for Automatic Computation, Vol. 2, Linear Algebra (Eds. Householder, A.S. and Bauer, F.L.), Springer Verlag, New York.
  19. Wikipedia, http://en.wikipedia.org/wiki/cable-stayed_bridge

Cited by

  1. Deck-stay interaction with appropriate initial shapes of cable-stayed bridges vol.31, pp.4, 2014, https://doi.org/10.1108/EC-03-2012-0059
  2. Dynamic response of cable-stayed bridges subjected to sudden failure of stays - the 2D problem vol.3, pp.4, 2014, https://doi.org/10.12989/csm.2014.3.4.345
  3. Movable anchorage systems for vibration control of stay-cables in bridges vol.112, 2016, https://doi.org/10.1016/j.engstruct.2016.01.014
  4. Nonlinear Analysis of Cable Vibration of a Multispan Cable-Stayed Bridge under Transverse Excitation vol.2014, 2014, https://doi.org/10.1155/2014/832432
  5. Dynamic response of cable-stayed bridges subjected to sudden failure of stays - the 2D problem vol.6, pp.3, 2013, https://doi.org/10.12989/imm.2013.6.3.317
  6. Behavior of cable-stayed bridges built over faults vol.5, pp.3, 2010, https://doi.org/10.12989/imm.2012.5.3.187
  7. Investigation on deck-stay interaction of cable-stayed bridges with appropriate initial shapes vol.43, pp.5, 2010, https://doi.org/10.12989/sem.2012.43.5.691
  8. Behavior of cable-stayed bridges under dynamic subsidence of pylons vol.5, pp.4, 2012, https://doi.org/10.12989/imm.2012.5.4.317
  9. Dynamic response of cable-stayed bridges due to sudden failure of stays: the 3D problem vol.90, pp.7, 2020, https://doi.org/10.1007/s00419-020-01676-5