Queensferry Crossing, UK: cable-stayed bridge deck and cables – design and construction

2019 ◽  
Vol 172 (2) ◽  
pp. 135-144 ◽  
Author(s):  
Peter Curran ◽  
Alan Platt ◽  
Antonio Vasquez ◽  
Paul Baralos
Keyword(s):  
Bridge Deck ◽  
Cable Stayed Bridge ◽  
Design And Construction

Research on the anti-cracking ability of large composite girder cable- stayed bridge

2019 ◽  
Author(s):  
Yuhao Huang ◽  
Liu Chao ◽  
Xu Dong
Keyword(s):  
Principal Stress ◽  
Bridge Deck ◽  
Design Method ◽  
Concrete Bridge ◽  
Cable Stayed Bridge ◽  
Composite Girder ◽  
Concrete Bridge Deck ◽  
Bottom Slab ◽  
First Time ◽  
Bridge Tower

<p>Recently, composite girder cable-stayed bridge is widely used in the world. Since the existing design method takes less focus on the principal stress of the top and bottom slab, the cracking problem of the concrete bridge deck has not been solved perfectly yet. Based on the spatial grid model, this paper takes Guan He Bridge in Jiangsu province as an example to analyze this kind of structure. Monitoring the principal stress of the concrete bridge deck is proposed for the first time to study the effect of diagonal crack. The principal stress of the concrete deck in the middle span, the quartile span, one-eighth of the span, the side span, the bridge tower, and the auxiliary pier are observed respectively. Comparing the theoretical values with the measured value, the results show that the actual stress state of the whole concrete bridge deck during construction is in accordance with the theoretical calculation. For composite girder cable-stayed bridge, the concrete bridge deck is prone to crack, so it is very significant to control the quality in the construction stage, which can provide a guarantee for the safety and durability of the structure.</p>

Design and construction of a launched cable-stayed bridge in China

2019 ◽  
Vol 172 (5) ◽  
pp. 3-8 ◽  
Author(s):  
Yingliang Wang ◽  
Xiaochun Dai ◽  
Tingguo He ◽  
Jianbing Dai ◽  
Jiachun Zhang
Keyword(s):  
Cable Stayed Bridge ◽  
Design And Construction

scholarly journals Design and Construction of Complex Cable-Stayed Bridge for Ikuchi Bridge

1992 ◽  
Vol 30 (2) ◽  
pp. 31-45
Author(s):  
Chikara Miyashita ◽  
Toru Fujiwara
Keyword(s):  
Cable Stayed Bridge ◽  
Design And Construction

Research on Seismic Displacement Response of Cable Stayed Bridge without Back Stays

2014 ◽  
Vol 919-921 ◽  
pp. 1039-1042
Author(s):  
Liang Lv ◽  
Bin Liang ◽  
Wen Sheng Wang
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Seismic Wave ◽  
Natural Vibration ◽  
Peak Displacement ◽  
Seismic Displacement ◽  
Displacement Response ◽  
Cable Stayed Bridge ◽  
Element Method ◽  
Design And Construction

Seismic displacement response of cable stayed bridge without back stays was studied in this paper. Based on the cable stayed bridge without back stays on Zhenshui Road in Xinmi City, finite element method (FEM) was applied to calculate and analyze natural vibration and peak displacement response of the structure. The results show that with regard to mid-span and consolidation of pier and main tower, uniaxial seismic wave input results in peak displacement response of corresponding direction is bigger than that of any other direction. Peak displacement response of the top of the main tower is bigger than those of mid-span and consolidation of pier and main tower in any seismic wave input cases, which indicates that the top of the tower needs to be focused in the process of design and construction. Seismic wave along triaxial direction has the biggest impact on the structure. Keywords: cable stayed bridge without back stays; seismic displacement response; seismic wave input; peak displacement response

Cable Replacement of the Tacitus Cable Stayed Bridge

2018 ◽  
Author(s):  
Matti Kabos ◽  
Edwin Thie ◽  
Conor Lavery
Keyword(s):  
Bridge Deck ◽  
High Strength ◽  
Box Girder ◽  
Highway Infrastructure ◽  
Cable Stayed Bridge ◽  
Stay Cables ◽  
Main Cable ◽  
Steel Box Girder ◽  
Permanent Load ◽  
Steel Deck

As part of a major renovation programme of critical highway infrastructure in the Netherlands, the Tacitus Bridge at Ewijk, a 1055-metre-long orthotropic steel box girder deck of ten spans, with a main cable-stayed span of 270 metres, has undergone extensive strengthening and refurbishment. Due to the presence of micro-fissure defects identified in the existing lock coiled stay cables and an increase in permanent load on the bridge deck resulting from the addition of a high strength concrete overlay acting compositely with the orthotropic steel deck, it was concluded that the existing stay cables needed replacement. This paper presents the analytical approach developed to verify that the existing stay cables could be removed with no additional temporary supports and the use of advanced non-linear techniques to predict and monitor the performance of the bridge during each step of destressing the existing stay cables and of tensioning the new parallel strand cables.

scholarly journals Passive Control System for Mitigation of Longitudinal Buffeting Responses of a Six-Tower Cable-Stayed Bridge

2016 ◽  
Vol 2016 ◽  
pp. 1-18 ◽  
Author(s):  
Fangfang Geng ◽  
Youliang Ding ◽  
Aiqun Li
Keyword(s):  
Viscous Fluid ◽  
Optimization Design ◽  
Passive Control ◽  
Bridge Deck ◽  
Design Method ◽  
Nsga Ii ◽  
Cable Stayed Bridge ◽  
Base Forces ◽  
Fluid Dampers ◽  
Viscous Fluid Dampers

This paper presents an investigation of mitigation of longitudinal buffeting responses of the Jiashao Bridge, the longest multispan cable-stayed bridge in the world. A time-domain procedure for analyzing buffeting responses of the bridge is implemented in ANSYS with the aeroelastic effect included. The characteristics of longitudinal buffeting responses of the six-tower cable-stayed bridge are studied in some detail, focusing on the effects of insufficient longitudinal stiffness of central towers and partially longitudinal constraints between the bridge deck and part of bridge towers. The effectiveness of viscous fluid dampers on the mitigation of longitudinal buffeting responses of the bridge is further investigated and a multiobjective optimization design method that uses a nondominating sort genetic algorithm II (NSGA-II) is used to optimize parameters of the viscous fluid dampers. The results of the parametric investigations show that, by appropriate use of viscous fluid dampers, the top displacements of central towers and base forces of bridge towers longitudinally restricted with the bridge deck can be reduced significantly, with hampering the significant gain achieved in the base forces of bridge towers longitudinally unrestricted with the bridge deck. And the optimized parameters for the viscous fluid dampers can be determined from Pareto-optimal fronts using the NSGA-II that can satisfy the desired performance requirements.

DYNAMIC STABILITY OF CABLE-STAYED BRIDGE PYLONS

2008 ◽  
Vol 08 (04) ◽  
pp. 627-643 ◽  
Author(s):  
G. T. MICHALTSOS ◽  
I. G. RAFTOYIANNIS ◽  
T. G. KONSTANTAKOPOULOS
Keyword(s):  
Dynamic Stability ◽  
Dynamic Load ◽  
Solution Method ◽  
Bridge Deck ◽  
Nonlinear Problems ◽  
Time Dependent ◽  
Metal Structures ◽  
Cable Stayed Bridge ◽  
The Stability ◽  
Cable Stayed Bridges

This paper deals with the stability of the pylons of a cable-stayed bridge under the action of time-dependent loads, due to the vibration of the bridge deck. The stability of such problems of cable-stayed bridges is solved by a technique developed in the Laboratory of Metal Structures and Steel Bridges, of National Technical University of Athens (NTUA), as well as Bolotin's technique for the solution of nonlinear problems of dynamic stability. Three cases are studied: pylons with damping, pylons under forced vibration, and pylons subjected to an arbitrary external dynamic load. Useful relations are established by the aforementioned solution method, examples for a variety of pylons are presented, and interesting results regarding the stability of each case are given in diagrams.

scholarly journals Interaction between Track and Long-Span Cable-Stayed Bridge: Recommendations for Calculation

2020 ◽  
Vol 2020 ◽  
pp. 1-14
Author(s):  
Kaize Xie ◽  
Weigang Zhao ◽  
Xiaopei Cai ◽  
Ping Wang ◽  
Jia Zhao
Keyword(s):  
Bridge Deck ◽  
Longitudinal Force ◽  
Initial Deformation ◽  
Positive Temperature ◽  
Temperature Changes ◽  
Cable Stayed Bridge ◽  
Cable Force ◽  
Longitudinal Resistance ◽  
Beam Bridge ◽  
Cable Stayed Bridges

Geometric nonlinearity (GN) and initial internal forces (IIFs) are the basic characteristics of cable-stayed bridges, but now there is no effective method for analyzing the effect of them on bridge-track interaction of continuous welded rail (CWR) on cable-stayed bridge. A method for reconstructing the displacement-force curve of ballast longitudinal resistance was put forward according to the deformation of cable-stayed bridges under the completed bridge state. A feasibility study on the method was conducted via two aspects of the force and deformation of CWR on a 5 × 40 m single-line simple-supported beam bridge with initial deformation. With the multi-element modeling method and the updated Lagrangian formulation method, a rail-beam-cable-tower 3D calculation model considering the GN and IIFs of cable-stayed bridge was established. Taking a (140 + 462 + 1092 + 462 + 140 m) twin-tower cable-stayed bridge as an example, the impacts of GN and IIFs on bridge-track interaction were comparatively analyzed. The results show that the method put forward to reconstruct ballast longitudinal resistance can prevent the impact of initial deformation of bridge and makes it possible to consider the effect of IIFs of cable-stayed bridge on bridge-track interaction. The GN and IIFs play important roles in the calculation of rail longitudinal force due to vertical bending of bridge deck under train load and the variance of cable force due to negative temperature changes in bridge decks and rails with rail breaking, and the two factors can reduce rail longitudinal force and variance of cable force by 11.8% and 14.6%, respectively. The cable-stayed bridge can be simplified as a continuous beam bridge with different constraints at different locations, when rail longitudinal force due to positive temperature changes in bridge deck and train braking is calculated.

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