Response Of Bridge Research Articles

Stochastic dynamic response of a sea-crossing suspension bridge with a span over 2000m subject to coupled wind–wave action

Stochastic dynamic response of a sea-crossing suspension bridge with a span over 2000m subject to coupled wind–wave action

Dynamics responses of railway bridges influenced by flooded ballasted tracks subjected to high-speed trains

Dynamics responses of railway bridges influenced by flooded ballasted tracks subjected to high-speed trains

Deep learning-based damage assessment of hinge joints for multi-girder bridges utilizing vehicle-induced bridge responses

Deep learning-based damage assessment of hinge joints for multi-girder bridges utilizing vehicle-induced bridge responses

Effects of Reynolds number and scale ratio on VIV tests for railway blunt box girders

Blunt steel box girder as a form of main girder used in large-span railway bridges, the vortex-induced vibrations (VIVs) phenomenon is significant. In order to investigate the effect of model scale on the test results of section model VIV tests of railway bridge blunt box girders, 1:90, 1:50 and 1:25 section model wind tunnel tests were carried out. The test results show that the VIV experimental results are greatly affected by the scale of the model, in which the amplitudes obtained from the 1:50 model test is the most significant, and the VIV characteristics of the two scale models of 1:50 and 1:25 coincide with each other roughly; However, the 1:90 small-scale model is not able to effectively respond to the VIV characteristics of the real bridge. The CFD numerical simulation results also confirm the phenomenon that the 1:90 small-scale model test cannot effectively respond to the real VIVs characteristics. Although VIVs, obtained in a small-scale model test, are not possible to determine the vibration response of the actual railway bridge, it can be used to compare the VIV performance of the cross-section and to assist in the study of aerodynamic optimization measures at the early design stage.

Effect of the employed soil constitutive model on the response of large-span soil steel bridges to soil and truck loading

Effect of the employed soil constitutive model on the response of large-span soil steel bridges to soil and truck loading

Influence of pier height and bearing parameters on seismic response and energy dissipation of railway bridges isolated with novel self-centering bearing

Influence of pier height and bearing parameters on seismic response and energy dissipation of railway bridges isolated with novel self-centering bearing

Influence of dominant frequencies and their higher harmonics on the dynamic responses of railway bridge subjected to high-speed trains

Influence of dominant frequencies and their higher harmonics on the dynamic responses of railway bridge subjected to high-speed trains

Influence of the tower geometry on the inelastic seismic response of cable-stayed bridges

Influence of the tower geometry on the inelastic seismic response of cable-stayed bridges

Cable-Stayed Bridge Model Updating Using a Novel Approach for Deflection Influence Line Identification: Theoretical Basis and Field Validation

The finite element model developed during the design stage often lacks the ability to accurately reflect the actual operational conditions of a bridge. To establish a finite element model suitable for high-precision analysis of cable-stayed bridges, we propose a finite element model update that leverages the measured deflection influence line and the GA-BP network. Obtaining high-precision influence lines is a prerequisite for model updating; however, to effectively eliminate the dynamic components in the vehicle-induced bridge response, an innovative method in which E-VMD is combined with Tikhonov regularization is proposed. Based on this, the quasistatic influence line of the bridge can be accurately restored. The GA-BP network is subsequently used to obtain the updated parameters to construct the regression prediction method, and the deflection influence line is the target parameter. The effectiveness of the proposed method is verified using a numerical simulation and an engineering example. The results indicate that the power effect rejection of E-VMD outperforms that of the EMD, VMD, and PE-VMD methods and achieves a relative error of only 2.77% compared with those from the theoretical simulations. Furthermore, its identification error remains below 4% even when the vehicle speed increases to 120[Formula: see text]km/h. The relative error at the deflection influence line of the corrected model’s control section significantly decreases from 57.2% to 14.1%. The gray relational coefficient increases to 0.9076. The accuracy of the corrected finite element model is significantly enhanced, and this model can more closely replicate the actual operational state of the bridge.

Model Updating of Bridges Using Measured Influence Lines

In developing a digital twin of a real structure, finite element model updating (FEMU) is essential for refining the model’s response based on measured data, enabling the detection of structural damage or hidden reserves over time. This case study focused on a 40-year-old multi-span concrete roadway bridge, equipped with permanent bridge weigh-in-motion (B-WIM) and structural health monitoring (SHM) systems. Bridge responses from two calibration vehicles were used to derive strain influence lines (ILs) from mid-span B-WIM strain transducers mounted on the main girders. The error-domain model falsification (EDMF) methodology was applied to perform strain IL-based FEMU and the more conventional frequency-based, MAC-based, and combined frequency and MAC-based FEMU. Boundary conditions and three Young’s modulus adjustment factors, representing different groups of structural elements, were updated. The strain IL-based updated FE model, with averages of 35% and 50% stiffness increases for the two main girders, showed strong agreement with independently measured mid-span vertical displacements. Maximum values deviated not more than 5%. In contrast, the frequency and MAC-based updated FE model underestimated displacements by 25–30%. These findings highlight the potential of using B-WIM for FEMU and SHM on such types of bridges, particularly when the response under traffic load is of interest.

A Roadmap for Ubiquitous Crowdsourced Mobile Sensing-Based Bridge Modal Identification.

Vibration-based bridge modal identification is a crucial tool in monitoring and managing transportation infrastructure. Traditionally, this entails deploying a fixed array of sensors to measure bridge responses such as accelerations, determine dynamic characteristics, and subsequently infer bridge conditions that will facilitate prognosis and decision-making. However, such a paradigm is not scalable, possesses limited spatial resolution, and typically entails high effort and cost. Recently, mobile sensing-based paradigms have demonstrated promise in laboratory and field settings as an alternative. These methods can leverage big data from crowdsourcing vibration data acquired from smartphone devices belonging to pedestrians and passengers traveling over a bridge, constituting a significantly large data stream of indirectly sensed bridge response. Although the efficacy of such a paradigm has been demonstrated for a limited set of case studies, ubiquitous implementation requires analyzing the impact of vehicle dynamics and quantifying data sources that can be used for the purpose of bridge modal identification. This paper presents a road map for achieving this through dynamically diverse datastreams such as passenger cars, buses, bikes, and scooters. Existing datastreams point towards the implementation of crowdsourced mobile sensing paradigms in urban settings, which would facilitate effective decision-making for enhanced transportation infrastructure resilience.

Experimental and Numerical Study on Dynamic Response of High-Pier Ballastless Continuous Beam Bridge in Mountainous Area

The dynamic performance of a ballastless track on bridges affects the vibration performance of the vehicle–bridge coupling system, which, in turn, will affect safety, the smoothness of operating trains, and passenger comfort. However, in the existing literature, few studies focus on the coupled vibration response analysis of large-span continuous beam bridges for high-speed railways, especially high-pier bridges. Dynamic response tests with multiple measurement points installed on the rail, concrete slab, and bridge deck are conducted. This study investigates the dynamic characteristics of bridges with high piers under train loads. A dynamic system is built by the co-simulation platform of SIMPACK v9 and ANSYS v2022, consisting of several models, a coupling mechanism, etc. The vibration response of a train passing through the bridge at 300 km/h is analyzed, and the influence of operating speed on the motivation performance of the coupled system is further studied. The results indicate that the simulation results are validated against experimental data, showing good agreement; the train–track–continuous beam bridge coupling system meets the specification limits and has some margins for further optimization with an operating speed of 300 km/h. The refined model of train–rail–bridge coupling vibration established in this paper provides theoretical guidance for the design and application of high-speed railways.

Vortex-Induced Vibration Performance Prediction of Double-Deck Steel Truss Bridge Based on Improved Machine Learning Algorithm

The span of a double-deck cross-sea bridge that can be used for both highway and railway purposes is usually 1 to 16 km. Compared with small-span bridges and single-layer main girder forms, its lightweight design and low damping characteristics make it more prone to vortex-induced vibration (VIV). To predict the VIV performance of a double-deck steel truss (DDST) girder with additional aerodynamic measures, the VIV response of a DDST bridge was investigated using wind tunnel tests and numerical simulation, a learning sample database was established with numerical simulation results, and a prediction model for the amplitude of the DDST girder and VIV parameters was established based on three machine learning algorithms. The optimization algorithm was selected using root mean square error (RMSE) and the coefficient of determination (R2) as evaluation indices and further improved with a genetic algorithm and particle swarm optimization. The results show that for the amplitude prediction of the main girder, the backpropagation neural network model is the most effective. The most improved algorithm yields an RMSE of 0.150 and an R2 of 0.9898. For the prediction of VIV parameters, the Random Forest model is the most effective. The RMSE values of the improved optimal algorithm are 0.017, 0.026, and 0.295, and the R2 values are 0.9421, 0.8875, and 0.9462. The prediction model is more efficient in terms of computational efficiency compared to the numerical simulation method.

Parametric analysis of sedimentary V-shaped canyon for seismic response of canyon-crossing bridges

Parametric analysis of sedimentary V-shaped canyon for seismic response of canyon-crossing bridges

Estimation of long-term extreme responses of cable-stayed suspension bridge under wind and wave loadings via the extrapolation method

Estimation of long-term extreme responses of cable-stayed suspension bridge under wind and wave loadings via the extrapolation method

Study on dynamic response analysis of a long-span and asymmetrical suspension bridge subjected to uniform and nonuniform ground motions.

This study investigates the dynamic response of large-span asymmetric suspension bridges under spatially varying seismic motion, focusing on a representative bridge in Yunnan, China. A 3D finite-element model of the bridge was created using SAP2000, accounting for the sag effect of main cables and pile-soil interaction. The material nonlinearity was incorporated through plastic hinges, with critical parameters derived from XTRACT software. Based on nonlinear time history analysis under spatially varying seismic motion, the effects of spatial variability and material nonlinearity on key structural responses (shear force, bending moment, and displacement) were systematically investigated. The results indicate that considering the traveling wave effect and material nonlinearity will increase the foundation shear force and bending moment values. Under multipoint excitation, the peak longitudinal and mid-span vertical displacements are approximately 1.61 times and 1.64 times higher than those without considering the traveling wave effect and material nonlinearity, respectively. Moreover, the axial force of the suspension rod is significantly increased due to the influence of high-order modes of the bridge structure. Material nonlinearity at the tower base reduces displacement response. Neglecting these factors would underestimate earthquake effects. These findings are valuable for the design and engineering of large-span asymmetric suspension bridges.

Bridge response separation method based on recursive variational mode decomposition

Abstract Due to the influence of various factors on bridge sensors, the signals obtained often contain multiple signal components, including temperature and vehicle induced effect. It is necessary to separate and analyze individual signals in bridge health detection. In order to separate temperature and vehicle response components from complex signals, this article proposes an improved variational mode decomposition (VMD) algorithm based on recursive methods, which takes the mean value of each recursive block as the eigenvalue, fits the eigenvalues of each recursive block using the least squares method, and separates the first intrinsic mode function. The applicability of this method in the field of bridges was first verified through modal decomposition of simulated deflection and strain data. Then based on the health monitoring data of the Jingtai Expressway viaduct, the rapid separation of temperature response and vehicle response of the bridge has been achieved. The results indicate that the recursive method, in an online continuous decomposition environment, is approximately seven times faster than the traditional VMD algorithm. Moreover, when setting the same penalty factor, the mean square error obtained from separating finite element simulation data is smaller than that of VMD, and the separated actual measurement data has a higher correlation coefficient with temperature. This resolves the computational speed issue of the VMD algorithm in real-time bridge health monitoring, demonstrating the feasibility of the recursive algorithm, and effectively separates signals related to temperature and vehicles.

Energy and directionality characteristics of seismic sequences and typical bridge response in the Ms6.4 Yangbi earthquake of May 21, 2021

Energy and directionality characteristics of seismic sequences and typical bridge response in the Ms6.4 Yangbi earthquake of May 21, 2021

Dynamic Behaviour and Seismic Response of Scoured Bridge Piers

This study explores the transverse response of bridge piers in riverbeds under a multi-hazard scenario, involving seismic actions and scoured foundations. The combined impact of scour on foundations’ stability and on the dynamic stiffness of soil–foundation systems makes bridges more susceptible to earthquake damage. While previous research has extensively investigated this issue for bridges founded on piles, this work addresses the less explored but critical scenario of bridges on shallow foundations, typical of existing bridges. A comprehensive soil–foundation structure model is developed to be representative of the transverse response of multi-span and continuous girder bridges, and the effects of different scour scenarios and foundation embedment on the dynamic stiffness of the soil–foundation sub-systems are investigated through refined finite element models. Then, a parametric investigation is conducted to assess the effects of scour on the dynamic properties of the systems and, for some representative bridge prototypes, the seismic response at scoured and non-scoured conditions are compared considering real earthquakes. The research results demonstrate the significance of scour effects on the dynamic properties of the soil–foundation structure system and on the displacement demand of the bridge decks.

Influence of structural parameters on the vertical pounding between girder and pier in unequal-span girder bridges under near-fault vertical ground motions

This study investigates the vertical pounding response of unequal-span girder bridges, focusing on the effects of rubber bearing stiffness, span ratio, and pier height. With a continuous model simplified and constructed, theoretical solutions for the bridge’s vertical pounding responses are then implemented. Results show that the local contact stiffness between the girder deck and pier is highly correlated with the bridge bearing, affecting the frequency and force of vertical pounding. Additionally, the span ratio impacts the number and magnitude of poundings, with an optimal range identified to minimize the bridge damage from the impact. Additionally, while having minimal effect on the natural period and pounding zone position, pier height significantly influences the amplitude of the pounding force, with higher piers experiencing more frequent but less intense pounding and vice versa. This research underscores the importance of considering vertical earthquake effects in bridge design and provides valuable insights for enhancing the resilience of unequal-span girder bridges.