ISOLATION PERFORMANCE STUDY OF THE HONG KONG–ZHUHAI–MACAO BRIDGE ENGINEERING

2013 ◽  
Vol 07 (03) ◽  
pp. 1350018 ◽  
Author(s):  
HONGPING ZHU ◽  
CHULONG CHEN ◽  
AIZHU ZHU ◽  
YONG YUAN
Keyword(s):  
Hong Kong ◽  
Time History ◽  
Bridge Engineering ◽  
Elastic State ◽  
Performance Study ◽  
Vibration Period ◽  
Nonlinear Properties ◽  
Cable Stayed Bridge ◽  
Continuous Girder Bridge ◽  
Girder Bridge

This paper investigates the isolation performances of bid DB02 section of the Hong Kong–Zhuhai–Macao Bridge. The navigable cable-stayed bridge and the non-navigable steel-concrete continuous girder bridge in the high-pier and low-pier regions are taken as an illustration. The finite element models with aseismatic bearings and isolated bearings are established and the seismic time-history analysis under the earthquake levels of P2 and P3 are carried out. The nonlinear properties of LRB, HDR, and FPB isolated bearings and the pile-soil interaction are simulated using bilinear spring elements and layered Winkler soil springs model, respectively. The results show that the bridge structure with isolated bearings is more flexible by extending vibration period. The dissipated hysteric energy can effectively reduce the earthquake energy and the response of the structure. Subject to the earthquake level P3, most piers of the bridge are in elastic state. Subject to the earthquake level P2, the bridge is in perfect elastic state. The isolating effect of the isolated bearings to the continuous girder bridge is better than the cable-stayed bridge with tower and beam consolidation.

Failure Mechanism Study of Bridge Retainer in Earthquake

2013 ◽  
Vol 295-298 ◽  
pp. 2049-2053
Author(s):  
Yun Zhang ◽  
Bei Li ◽  
Liu Bin Yan
Keyword(s):  
Time History ◽  
Element Model ◽  
Nonlinear Time History Analysis ◽  
Mechanism Study ◽  
Damage State ◽  
Calculation Results ◽  
Continuous Girder Bridge ◽  
Girder Bridge ◽  
Nonlinear Time History ◽  
Failure Types

Taking a typical continuous girder bridge for example, the text builds spatial beam finite element model. By nonlinear time history analysis method, it analyzes bridge transverse pounding and the retainer strength in different strength levers earthquake. According to bridge pier failure and fragility theory and retainer section moment-curvature analysis, it puts forward retainer failure types in different strength levers earthquake. The calculation results show that it is irrational to design retainer section and reinforcement based on structure requirement. The structural retainer failure types have uncertainty without considering bridge seismic fortification goal. Though it appears on ductility failure, the damage state is very serious.

Analysis for Seismic Responses of Continuous Girder Bridge under Strong Near-Fault Earthquake Level

2013 ◽  
Vol 353-356 ◽  
pp. 1901-1906
Author(s):  
Xin Le Li ◽  
Hui Juan Dou ◽  
Dan Shen
Keyword(s):  
Seismic Response ◽  
Time History ◽  
Element Model ◽  
Near Fault ◽  
Seismic Design Code ◽  
Continuous Girder Bridge ◽  
Girder Bridge ◽  
Dynamic Time ◽  
The Finite Element Model ◽  
Force Characteristics

In order to explore the safety performance of continuous structure bridge near fault zone, a typical three spans continuous girder bridge of highway was selected to study the structural seismic response. The finite element model of whole bridge considered the force characteristics of bearing and pile-soil interaction was constructed. Typical near-fault records were selected from the important earthquake events. Several artificial waves characterized with the soil type in bridge site were simulated and used for dynamic analysis. The seismic performance of continuous bridge was studied by nonlinear dynamic time-history method. Research results indicate that, especially large amplitude pulse effect of near-fault records for strong near-fault earthquake, will significantly enhance the seismic response of continuous girder bridge under the second seismic level (EL2) leads to structure to collapse. The fact that the near-fault effect is not considered in China existing highway bridge seismic design code will increase the destructive risk of structure.

Nonlinear Seismic Behaviors of Girder Bridge with Single-Column Pier

2010 ◽  
Vol 163-167 ◽  
pp. 4165-4169
Author(s):  
Wen Liang Qiu ◽  
Le Zhou ◽  
Yu Zhang
Keyword(s):  
Plastic Hinge ◽  
Time History ◽  
Rigid Frame ◽  
History Analysis ◽  
Single Column ◽  
Bridge Structures ◽  
Continuous Girder Bridge ◽  
Girder Bridge ◽  
Seismic Behaviors ◽  
Rigid Frame Bridge

Based on the shortcomings of the continuous girder bridge with single column pier, two-span T-shape rigid-frame bridges with single integral pier and two separated piers are put forward in this paper. Using time-history analysis and considering the material nonlinearity of reinforced concrete of the pier, the nonlinear seismic responses of the three bridge structures subjected to horizontal seismic wave are analyzed. The results show that, compared with continuous girder bridge, the shear forces of the two types of T-shape rigid-frame bridge are bigger, the moments of the T-shape rigid-frame bridges is smaller, and rotation angle of plastic hinge of T-shape rigid-frame bridge is much smaller. The energy dissipation and the anti-seismic capacities of T-shape rigid-frame bridges are better than continuous girder bridge under the condition that the shear resistance capacity of pier is secure.

The Anti-Seismic Performance of the Viscous Damper and E Shaped Steel Bearing

2011 ◽  
Vol 368-373 ◽  
pp. 1117-1120
Author(s):  
Ling Jun Kong ◽  
Yan Bei Chen ◽  
Xiang Liang Ning ◽  
Qi Bin Jiang
Keyword(s):  
Seismic Performance ◽  
Computational Models ◽  
Hysteresis Loops ◽  
Time History ◽  
Viscous Damper ◽  
Related Data ◽  
Large Hysteresis ◽  
Continuous Girder Bridge ◽  
Girder Bridge ◽  
Nonlinear Time History

To study the anti-seismic performance of the viscous damper and the E shaped steel bearing on the continuous girder bridge, two models of the Taibai bridge located in Xi’an are analyzed by the nonlinear time-history method and the Midas/Civil software, considering the interaction between pile and soil. The related data are obtained through the two computational models. The results show that the bending moments and shear forces of the bottom of the fixed pier are reduced and it is effective to reduce the displacements of the top of the fixed pier and the end of the girder. And, the viscous damper and the E shaped steel bearing form the large hysteresis loops, dissipate the earthquake energy and reduce the earthquake response of the bridge.

Design of the Stonecutters Cable-Stayed Bridge in Hong Kong

2002 ◽  
Vol 86 (16) ◽  
pp. 9-14
Author(s):  
Naeem Hussain ◽  
Lars Hauge ◽  
Klaus Falbe-Hansen ◽  
Alex S. K. Kong
Keyword(s):  
Hong Kong ◽  
Cable Stayed Bridge

Measure point arrangement strategy for in-service continuous girder bridge SHM with consideration of structural robustness (Special Issue of ICAST 2019)

2021 ◽  
pp. 1045389X2098388
Author(s):  
Qiwen Jin ◽  
Zheng Liu
Keyword(s):  
Engineering Application ◽  
Detailed Comparison ◽  
Joint Effect ◽  
Continuous Beam ◽  
Operational Environment ◽  
Structural Robustness ◽  
Structural Style ◽  
Effective Manner ◽  
Continuous Girder Bridge ◽  
Girder Bridge

In-service bridges, under long-term service operational environment, are usually accompanied by different damage types. Traditional method for the measure point arrangement of in-service bridge SHM is usually based on engineering experience. A large number of SHM sensors are usually arranged on the structure, followed by a high engineering cost and a heavy maintenance task. These sensors will also produce large amounts of data, creating a challenge for operators requiring to deal with data processing in an effective manner. This study serves as a part of the series of studies on the measure point arrangement strategy of in-service bridge SHM. In this study, the SHM sensor measure point arrangement of in-service continuous girder bridge (a common structural style of high way bridge in China) is proposed. Two-span continuous beam, three-span continuous beam, and four-span continuous beam are taken as examples. Detailed comparison and verification are also performed with consideration of numerical simulation and previous studies. Different traffic speeds and different bridge spans are considered. The effect of different damage locations and different damage degrees are analyzed in detail. This study shows that a general similar trend can be observed for the structural robustness of in-service continuous girder bridge. The elements with smaller structural robustness of this kind of bridge are basically located around the middle cross section of side spans (first span and last span), followed by the middle span. Moreover, the numerical value of structural robustness of different elements in a continuous girder bridge is significantly different from each other, due to the complexity of the joint effect of different traffic speeds and damage locations. Therefore, the measure point should be generally arranged at the side span firstly, followed by the middle span. With consideration of the specific traffic speed and damage location in engineering application, a detailed analysis is also proposed for the further optimization of SHM sensor measure point arrangement. Once the elements are arranged in order of the numerical value of structural robustness, the SHM sensor measure point arrangement of this kind of bridge can be more targeted, and the number of sensors can also be greatly reduced.

Static and Dynamic Analysis for Tower in a High-Rise Steel Reinforced Concrete Composite Structure

2013 ◽  
Vol 788 ◽  
pp. 558-561
Author(s):  
Jian Qiang Wang ◽  
Wen Tao Ma ◽  
Min Jing Ma
Keyword(s):  
Reinforced Concrete ◽  
Composite Structure ◽  
Linear Time ◽  
Response Spectrum ◽  
Time History ◽  
Vibration Period ◽  
Small Earthquake ◽  
Steel Reinforced Concrete ◽  
Static And Dynamic Analysis ◽  
High Rise

Steel reinforced concrete composite structure which apply in the high-rise buildings, not only save steel, but also have excellent properties in fire prevention, anti-corrosion, and seismic performance, and improve the speed of construction, economic efficiency.This thesis based on the analyse of a steel reinforced concrete composite structure tower and the domestic and foreign experts study use Finite Element Analysis software SAP2000 analyze the dynamic Performance of the structure to draw the inherent vibration period and frequency of the structure. The structure is analyzed to obtain its deformation with different height of the structural elements under a small earthquake. Structure and component in elastic stage when suffur a small earthquake. Using the mode decomposition response spectrum method and method of linear time history analysis, the maximum horizontal displacements of the structural layer, the maximum inter-story displacement and the maximum inter-story displacement angle is obtained to see if the results within a predetermined range.

Dynamic Performance Analysis on High-Speed Railway Continuous Girder Bridge

2011 ◽  
Vol 280 ◽  
pp. 186-190
Author(s):  
Shou Tan Song ◽  
Ji Wen Zhang ◽  
Xin Yuan
Keyword(s):  
High Speed ◽  
Moving Load ◽  
Damping Ratio ◽  
Dynamic Performance ◽  
Wheel Load ◽  
Dynamic Coefficients ◽  
Bridge Structures ◽  
Continuous Girder Bridge ◽  
Girder Bridge ◽  
Dynamic Performance Analysis

The dynamic performance of continuous girder under the train in a series of speed is studied through examples, and the main conclusions are given in the following. The resonance mechanism of continuous girder is similar to simply supported beam. The vehicle wheel load forms regular moving load series, which induces periodical action and resonance of the bridge. The damping ratio of bridge itself has less effect on the amplitude at the loading stage, but significant effects appear when the load departs from the bridge. The count of continuous spans also has less impact on the dynamic coefficients, so three continuous spans can be adopted for calculation and analysis. Span and fundamental frequency have significant influence on dynamic coefficients of bridge structures. To extend the span of the bridge structure can reduce the dynamic coefficient while keeping its frequency invariant. The fundamental frequencies of different bridges are corresponding to certain resonant speeds, which calls for the attention in the design.

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