Dynamic Response of Suspension Bridge to High Wind and Running Train

Xu, You Lin; Xia, He; Yan, Quansheng

doi:10.1061/(asce)1084-0702(2003)8:1(46)

Cited by 66 publications

(30 citation statements)

References 12 publications

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“…The details of all the matrices in Eq. (12) can be found in Xu et al (2003). Equation (12) is actually the second order linear non-homogeneous differential equation with time-varying coeffi cients.…”

Section: Theoretical Backgroundmentioning

confidence: 99%

“…(6) and (7), the buffeting forces acting on the bridge deck can be determined and the modal buffeting forces can then be obtained for the dynamic analysis of a coupled train-bridge system in cross winds. The drag, lift, and moment coeffi cients of the bridge deck measured from wind tunnel tests are 0.135, 0.090, and 0.063, respectively, at the zero wind angle of attack with respect to the deck width of 41 m (Xu et al, 2003). The fi rst derivatives of the drag, lift, and moment coeffi cients with respect to wind angle at the zero wind angle of attack are −0.253, 1.324, and 0.278, respectively.…”

Section: Simulation Of Wind Forces On Bridgementioning

confidence: 99%

“…Therefore, the understanding of dynamic behaviors and the prediction of dynamic responses of long suspension bridges under both high winds and running trains becomes an important task. Xu et al (2003) presented a framework for predicting the dynamic response of a long suspension bridge to high winds and running trains based on the vehicle-bridge dynamic interaction. Xu et al (2004) then extended their work to investigate fully dynamic interaction of a long span cable-stayed bridge with running trains subjected to cross winds.…”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Running safety analysis of a train on the Tsing Ma Bridge under turbulent winds

Guo

Xia

2010

Earthq. Eng. Eng. Vib.

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The dynamic responses of the Tsing Ma suspension bridge and the running behaviors of trains on the bridge under turbulent wind actions are analyzed by a three-dimensional wind-train-bridge interaction model. This model consists of a spatial fi nite element bridge model, a train model composed of eight 4-axle identical coaches of 27 degrees-of-freedom, and a turbulent wind model. The fl uctuating wind forces, including the buffeting forces and the self-excited forces, act on the bridge only, since the train runs inside the bridge deck. The dynamic responses of the bridge are calculated and some results are compared with data measured from Typhoon York. The runnability of the train passing through the Tsing Ma suspension bridge at different speeds is researched under turbulent winds with different wind velocities. Then, the threshold curve of wind velocity for ensuring the running safety of the train in the bridge deck is proposed, from which the allowable train speed at different wind velocities can be determined. The numerical results show that rail traffi c on the Tsing Ma suspension bridge should be closed as the mean wind velocity reaches 30 m/s.

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Section: Theoretical Backgroundmentioning

confidence: 99%

Section: Simulation Of Wind Forces On Bridgementioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Running safety analysis of a train on the Tsing Ma Bridge under turbulent winds

Guo

Xia

2010

Earthq. Eng. Eng. Vib.

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“…In the simulation of buffeting forces, the following longitudinal and vertical wind spectra are adopted [9] where f (z) = nz /U(z), u * is the friction velocity of the wind. For lack of measured data available from the wind tunnel test for this bridge, the drag C Di , lift C Li and moment coefficient C Mi of the bridge deck are taken as 0.135, 0.090 and 0.063, respectively, according to the measured data for the Tsing Ma Bridge in Hong Kong; The first derivatives of the drag, lift and moment coefficients are −0.253, 1.324, and 0.278, respectively, with respect to zero wind attack angle [10]. According to the feature of the wind at the bridge, the mean wind velocity is taken in the range of 0-40 m/s.…”

Section: Simulation Of Wind Velocitymentioning

confidence: 99%

Dynamic response of a long span suspension bridge and running safety of a train under wind action

Xia

Guo

2007

Front. Archit. Civ. Eng. China

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When trains run over the bridge, the deflection and vibration of the bridge may be further exaggerated. The large deflection and vibration of the bridge may in turn affect the safe running of trains and the riding comfort of the passengers.Little information is publicly available on this subject. Most researches focus on either the wind effects on long suspension bridges without considering running trains [2−4] or the dynamic interaction between the bridge and the trains excluding wind actions [5−8]. By taking a schemed railcum-road suspension bridge as an example, this paper thus presents a model for investigating the dynamic interaction of a wind-excited long suspension bridge with running trains using the most up-to-date information in the areas of both wind-bridge interaction and bridge-train interaction.

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“…With these types of bridges, when the length of the span is increased, their behavior becomes more complex and structural characteristics such as stiffness, external forces and dynamic stability, are even more important to evaluate structural reliability and safety [1]. With large spans, the cable-stayed bridges are more sensitive to flutter instability, wind, earthquakes and traffic-induced vibrations, where highly nonlinear behavior and structural coupling between cables and bridge deck, are some of the specific and complex problems to solve [2]. At the same time, many long bridges are located where adverse environment and strong winds are present; conditions that may cause large deflections and considerable vibrations on cablestayed bridges by buffeting and self-excited forces [3], causing fatigue and structural deterioration.…”

Section: Introductionmentioning

confidence: 99%

Analysis for the optimal location of cable damping systems on stayed bridges

et al. 2007

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Computational models are increasingly being used for the dynamic analysis of structures with nonlinear or uncertain behavior, such as cables in stayed bridges, which nowadays are progressively more used as an alternative for long span and slim structures. In this work, a 3D nonlinear model is described to evaluate the wind dynamic effects on cables for this type of bridges under different scenarios, but also for health monitoring and structural simulation to guarantee performance, evaluate load capacity and estimate life prediction. Fatigue is one of the most relevant and complex failure causes in highway bridges, particularly on the anchorage elements of the cables in stayed bridges; where dampers may be used to minimize the dynamic behavior of the structure and reduce fatigue damage. With this nonlinear simulation model, different damper locations and configurations are evaluated to find the optimal position. A feasibility function is used as a weighting function to take into account the damper's size and design. Analysis is particularly focused for a real cable stayed bridge in the state of Veracruz in México.Although the geometry, the forces and the stresses on cable structures are a challenge, even for structural specialists, the results from this work using the proposed 3D nonlinear model showed to be accurate for the simulation of many different wind scenarios, and damper's location and orientations. Finally, the feasibility weighting function enabled the geometrical limitations to estimate the best location of a damper system to minimize the risk for fatigue failure.

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Dynamic Response of Suspension Bridge to High Wind and Running Train

Cited by 66 publications

References 12 publications

Running safety analysis of a train on the Tsing Ma Bridge under turbulent winds

Running safety analysis of a train on the Tsing Ma Bridge under turbulent winds

Dynamic response of a long span suspension bridge and running safety of a train under wind action

Analysis for the optimal location of cable damping systems on stayed bridges

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