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Frontiers of Structural and Civil Engineering

Front Arch Civil Eng Chin    2011, Vol. 5 Issue (4) : 415-426     https://doi.org/10.1007/s11709-011-0130-x
CASE STUDY |
The Rion-Antirion bridge—when a dream becomes reality
Jacques COMBAULT()
6-8 Avenue Blaise Pascal Cité Descartes, 77455 Champs-sur-Marne Marne la Vallée cedex 2 Paris, France
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Abstract

Opened to traffic in August 2004, the Rion-Antirion Bridge crosses the Gulf of Corinth near Patras in western Greece. It consists of an impressive multi cable-stayed span bridge connected to the land by two approaches.

An exceptional combination of physical conditions made this project quite unusual: high water depth, deep strata of weak soil, strong seismic activity and fault displacements. In addition a risk of heavy ship collision had to be taken into account.

The structure has been designed in view of challenging severe earthquakes and ensuring the everyday serviceability of the link as well. To make the bridge feasible, innovative techniques had to be developed: The strength of the in situ soil has been improved by means of inclusions; the bridge deck has been suspended on its full length, and therefore isolated as much as it can be.

Keywords bridge      multi cable-stayed spans      soil reinforcement      inclusions      yield theory      capacity design      push-over      dry dock      wet dock     
Corresponding Authors: COMBAULT Jacques,Email:Jacques.combault@free.fr   
Issue Date: 05 December 2011
 Cite this article:   
Jacques COMBAULT. The Rion-Antirion bridge—when a dream becomes reality[J]. Front Arch Civil Eng Chin, 2011, 5(4): 415-426.
 URL:  
http://journal.hep.com.cn/fsce/EN/10.1007/s11709-011-0130-x
http://journal.hep.com.cn/fsce/EN/Y2011/V5/I4/415
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Jacques COMBAULT
Fig.1  Aerial view of the Rion-Antirion Bridge
Fig.2  Design horizontal spectrum
Fig.3  Bridge elevation
Fig.4  CAD view of the shallow pad foundations of the Rion-Antirion Bridge
Fig.5  Inclusions reinforcing the soil
Fig.6  Rendering view of the pylon concept
Fig.7  Typical deck cross section (unit: m)
Fig.8  Fully suspended deck-concept and connection to the pylons
Fig.9  Initial discontinuous pylon concept
Fig.10  Reinforced soil failure model-kinematic mechanism
Fig.11  Reinforced soil resistance-interaction diagram
Fig.12  Finite element analyses – Behavior of the reinforced soil
Fig.13  Horizontal displacement versus time and in plane of a pylon base
Fig.14  Typical deflection shape of a pylon
Fig.15  Displacement at the top of pylon legs versus magnification factor
Fig.16  Pylon bases-dry dock
Fig.17  Works in the dry dock
Fig.18  From the dry dock to the wet dock
Fig.19  The dry dock-before and after towing out
Fig.20  Pylon base at the wet dock-progressing toward top of the cone
Fig.21  Driving the inclusions from the tensioned leg platform
Fig.22  Construction of the pylon legs
Fig.23  Placing the steel core of the pylon head
Fig.24  Placing 12 m long segments
1 Teyssandier J P, Combault J, Morand P. The Rion-Antirion Bridge Design and Construction. In: Proceedings of the 12th World Conference on Earthquake Engineering. Auckland, New Zealand , 2000
2 Pecker A. A seismic foundation design process, Lessons learned from two major projects: the Vasco da Gama and the Rion-Antirion Bridges. ACI International Conference on Seismic Bridge Design and Retrofit, La Jolla, Californi , 2003
3 Combault J, Morand P, Pecker A. Structural Response of the Rion-Antirion Bridge. In: Proceedings of the 12th World Conference on Earthquake Engineering. Auckland, New Zealand , 2000
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