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1
RAFTOYIANNIS, IOANNIS G., and GEORGE T. MICHALTSOS. "CURVED-IN-PLANE CABLE-STAYED BRIDGES: A MATHEMATICAL MODEL." International Journal of Structural Stability and Dynamics 12, no. 03 (May 2012): 1250011. http://dx.doi.org/10.1142/s0219455412500113.
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A mathematical model suitable for static and dynamic analyses of curved-in-plane cable-stayed bridges is proposed. By expressing the tensile forces of the cables in relation to the deck and pylon deformations, the problem is reduced to the solution of a beam curved-in-plane that is subjected to the usual permanent and external loads and to the tensile forces of the cables, the latter being functions of the deformation of the beam. The theoretical formulation presented is based on a continuum approach, which is suitable for the three-dimensional (3D) analysis of long span cable-supported bridges. Numerical examples will be analyzed to illustrate the applicability of the proposed approach.
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Asgari, Banafsheh, Siti Aminah Osman, and Azlan Bin Adnan. "Optimization of Pre-Tensioning Cable Forces in Highly Redundant Cable-Stayed Bridges." International Journal of Structural Stability and Dynamics 15, no. 01 (January 2015): 1540005. http://dx.doi.org/10.1142/s0219455415400052.
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Cable-stayed bridges have been developing rapidly in the last decade and have become one of the most popular types of long-span bridges. One of the important issues in the design and analysis of cable-stayed bridges is determining the pre-tensioning cable forces that optimize the structural performance of the bridge. Appropriate pre-tensioning cable forces improve the damaging effect of unbalanced loading due to the deck dead load. Because the cable-stayed structure is a highly undetermined system, there is no unique solution for directly calculating the initial cable forces. Numerous studies have been conducted on the specification of cable pre-tensioning forces for cable-stayed bridges. However, most of the proposed methods are limited in their ability to optimize the structural performance. This paper presents an effective multi-constraint optimization strategy for cable-stayed bridges based on the application of an inverse problem through unit load method (ULM). The proposed method results in less stresses in the bridge members, more stability and a shorter simulation time than the existing approaches. The finite element (FE) model of the Tatara Bridge in Japan is considered in this study. The results show that the proposed method successfully restricts the pylon displacement and establishes a uniform deck moment distribution in the simulated cable-stayed bridge; thus, it might be a useful tool for designing other long-span cable-stayed bridges.
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Wen, Yong-Kui, and Li-Min Sun. "Distributed ATMD for Buffeting Control of Cable-Stayed Bridges Under Construction." International Journal of Structural Stability and Dynamics 15, no. 03 (March 8, 2015): 1450054. http://dx.doi.org/10.1142/s0219455414500540.
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This paper is concerned with mitigating multimode buffeting of cable-stayed bridges by optimizing the placements of active tuned mass dampers (ATMDs) and sensors and developing a control model and schemes. The Third Nanjing Bridge over the Yangtze River was used to formulate a mathematical control model with distributed ATMDs under wind action. Hankel norms were combined with structural mode analysis to build placement indices of the ATMDs and sensors under a defined objective while considering the influence of exterior excitation. A selection index of modes was proposed. ATMD/sensor placement on the Third Nanjing Bridge and mode selection were simulated to determine the wind response control. A control design model with accurate mode selection was developed using modal superposition and it was used to investigate control schemes of distributed ATMDs for buffeting response control of the cable-stayed bridge. The results showed that the dynamic characteristics of the developed control design model agreed well with those of the original system model. Control scheme selection depends on the tradeoff between the control objective and actuator performance. Considering realistic engineering constraints, the distributed ATMDs are shown to perform well.
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Xie, Kaize, Weigang Zhao, Xiaopei Cai, Ping Wang, and Jia Zhao. "Interaction between Track and Long-Span Cable-Stayed Bridge: Recommendations for Calculation." Mathematical Problems in Engineering 2020 (May 11, 2020): 1–14. http://dx.doi.org/10.1155/2020/5463415.
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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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Liu, Ming-Yi, Li-Chin Lin, and Pao-Hsii Wang. "Deck-stay interaction with appropriate initial shapes of cable-stayed bridges." Engineering Computations 31, no. 4 (May 27, 2014): 634–55. http://dx.doi.org/10.1108/ec-03-2012-0059.
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Purpose – The purpose of this paper is to provide a variety of viewpoints to illustrate the mechanism of the deck-stay interaction with the appropriate initial shapes of cable-stayed bridges, which is validated by a symmetrical structure. Design/methodology/approach – Based on the smooth and convergent bridge shapes obtained by the initial shape analysis, the one-element cable system (OECS) and multi-element cable system (MECS) models of the symmetric harp cable-stayed bridge are developed to verify the applicability of the analytical model and numerical formulation from the field observations in the authors’ previous work. For this purpose, the modal analyses of the two finite element models are conducted to calculate the natural frequency and normalized mode shape of the individual modes of the bridge. The modal coupling assessment is also performed to obtain the generalized mass ratios among the structural components for each mode of the bridge. Findings – The findings indicate that the coupled modes are attributed to the frequency loci veering and mode localization when the “pure” deck-tower frequency and the “pure” stay cable frequency approach one another, implying that the mode shapes of such coupled modes are simply different from those of the deck-tower system or stay cables alone. The distribution of the generalized mass ratios between the deck-tower system and stay cables are useful indices for quantitatively assessing the degree of coupling for each mode. For each identical group of stay cables in the MECS model, the local modes with similar natural frequencies and normalized mode shapes consist of the participation of one or more stay cables. These results are demonstrated to fully understand the mechanism of the deck-stay interaction with the appropriate initial shapes of cable-stayed bridges. Originality/value – It is important to investigate the deck-stay interaction with the appropriate initial shape of a cable-stayed bridge. This is because such initial shape not only reasonably provides the geometric configuration as well as the prestress distribution of the bridge under the weight of the deck-tower system and the pretension forces in the stay cables, but also definitely ensures the satisfaction of the relations for the equilibrium conditions, boundary conditions and architectural design requirements. However, few researchers have studied the deck-stay interaction considering the initial shape effect. The objective of this paper is to fully understand the mechanism of the deck-stay interaction with the appropriate initial shapes of cable-stayed bridges, which is validated by a symmetrical structure. The modal coupling assessment is also performed for quantitatively assessing the degree of coupling for each mode of the bridge.
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Lin, Kun, Dujian Zou, and Minghai Wei. "Nonlinear Analysis of Cable Vibration of a Multispan Cable-Stayed Bridge under Transverse Excitation." Mathematical Problems in Engineering 2014 (2014): 1–13. http://dx.doi.org/10.1155/2014/832432.
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The nonlinear vibrations of cable in a multispan cable-stayed bridge subjected to transverse excitation are investigated. The MECS (multielements cable system) model, where multielements per cable stay are used, is built up and used to analyze the model properties of the multispan cable-stayed bridges. Then, a simplified two-degrees-of-freedom (2-DOFs) model, where the tower or the deck is reduced to a beam, is proposed to analyze the nonlinear dynamic behaviors of the beam and cable. The results of MECS model analysis show that the main tower in the multispan cable-stayed bridge is prone to the transverse vibration, and the local vibration of cables only has a little impact on the frequency values of the global modes. The results of simplified model analysis show that the energy can be transformed between the modes of the beam and cable when the nature frequencies of them are very close. On the other hand, with the transverse excitation changing, the cable can exhibit richer quasi-periodic or chaotic motions due to the nonlinear terms caused by the coupled mode between the beam and cable.
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Zhou, Xiao-Qing, Jia-Zhu Hong, and Yong Xia. "Numerical Simulation of a Cable-Stayed Bridge Subjected to Ship Collision." International Journal of Structural Stability and Dynamics 21, no. 06 (March 24, 2021): 2150086. http://dx.doi.org/10.1142/s0219455421500863.
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Long-span cable-stayed bridges are subjected to the risk of collision from passing ships. Conducting experimental study on the collision of bridges and vessels is difficult due to high cost and limited space. In this paper, the behavior of a 1[Formula: see text]018-m long-span cable-stayed bridge subjected to ship collisions is numerically studied. Finite element models of the entire bridge and ships are established. Four different dead weight tonnages (DWT), namely, 2[Formula: see text]700, 12[Formula: see text]000, 30[Formula: see text]000, and 75[Formula: see text]000[Formula: see text]t, with impact velocities of 1[Formula: see text]m/s to 6[Formula: see text]m/s are investigated. The complete collision process under different loading scenarios is simulated, from which the collision force, bridge responses and local damage are obtained. The calculated collision force is significantly affected by the impact velocity and DWT, and exhibits a linear relationship with the impact velocity. Comparison with design codes shows that different codes vary significantly in estimating the collision force and Eurocode provides most accurate results. The effect of the material model on the collision force is also studied. This numerical study provides a reference for the ship collision design of long-span cable-stayed bridges.
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Et.al, Park Gi-Hun. "Development of a Cable Damage Detection Deep Learning Method based on Acceleration Response of Cable-Stayed Bridge." Turkish Journal of Computer and Mathematics Education (TURCOMAT) 12, no. 6 (April 10, 2021): 638–47. http://dx.doi.org/10.17762/turcomat.v12i6.2059.
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The purpose of this thesis was to select a cable-stayed bridge to which external force may cause damage as the subject, to develop a damage detection deep learning method capable of detecting cable damage, and to test and verify the developed damage detection deep learning method. The damage detection method was developed as a system that utilizes the acceleration response of a structure measured for maintenance purposes. To extract information capable of identifying the damage locations from among the measured acceleration responses, a CNN ID was used to develop the damage detection deep learning method. The developed damage detection deep learning method was developed in a way not independently arranging 1 machine learning model per each measuring point and finally predicting the damage location based on the decision-making results collected from each machine learning model. The developed damage detection deep learning method performed the learning per each machine learning model by utilizing the acceleration response of a structure acquired based on the preliminary damage test. Finally, the damage detection deep learning method that completed the learning verified the cable damage location detection performance by utilizing the data acquired based on the cable-stayed bridge damage test. As a result, it was confirmed that the developed damage detection deep learning method predicted the damage location of a cable-stayed bridge at an average accuracy of 89%. In the current research, only the cable-stayed bridge of the Seohaegyo Bridge was studied, but in the improved study, the research will be conducted on other bridges and damage assessment will be conducted on all cables.
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Yan, Banfu, Wenbing Chen, You Dong, and Xiaomo Jiang. "Tension Force Estimation of Cables with Two Intermediate Supports." International Journal of Structural Stability and Dynamics 20, no. 03 (February 19, 2020): 2050032. http://dx.doi.org/10.1142/s0219455420500327.
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The presence of intermediate supports usually imposes difficulties in identifying the tension force of stayed cables in cable-stayed bridges or hanger cables in arch bridges. This paper establishes the partial differential equations of motion of the cable and derives two numerical models with (Model 1) and without (Model 2) considering the flexural rigidity. The effects of two intermediate supports on the identification accuracy of the cable tension force are further studied analytically and experimentally. The effects of several non-dimensional parameters (e.g. damper location, support stiffness, flexural rigidity, and mode order of the cable) on the identification accuracy of the models are also investigated. It is theoretically concluded that the simplified Model 2 provides acceptable accuracy on tension force identification when the non-dimensional parameter [Formula: see text] is greater than 90 (slender cables), whereas the accurate Model 1 can be applied for tension force identification at any scenarios. The feasibility of two models is further verified by three numerical examples and field tests on two real-world arch bridges.
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Zhen, Bin, Wenbang Qi, and Liang Chang. "Dynamic Analysis for Lateral Vibrations of Footbridges under Crowd Based on a Two-Degrees-of-Freedom Model." Mathematical Problems in Engineering 2019 (February 18, 2019): 1–11. http://dx.doi.org/10.1155/2019/7452573.
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Nakamura’s model is widely used to describe lateral vibrations of a footbridge induced by crowd. The predicted responses of Nakamura’s model were compared with measured data of T-bridge and M-bridge in Japan to demonstrate the validity. However, the predicted responses based on Nakamura’s model almost always were stronger than measured data. Considering that both T-bridge and M-bridge are cable-stayed bridges, it seems to be not precise enough to simplify a cable-stayed bridge as a single degree of freedom system in Nakamura’s model. In this paper, we establish a two-degrees-of-freedom model to describe lateral vibrations of a cable-stayed bridge. The cables have one degree, and the bridge deck has the other. Additionally, in this model we introduce a time delay in interaction between the bridge and pedestrians. By employing the center manifold theory, we find that a subcritical Hopf bifurcation occurs in the two-degrees-of-freedom model. We theoretically and numerically illustrate that the cables and time delay have significant influence on the lateral vibration amplitude of a footbridge under crowd. The appropriate increases of tension in the cables and time delay both can decrease the lateral vibration amplitude. The analysis for the proposed two-degrees-of-freedom model shows that the predicted responses of Nakamura’s model can better agree with the measured date if we take the influence of cables and time delay into account.
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CHEN, C. H., and C. I. OU. "EXPERIMENTAL MODAL TEST AND TIME-DOMAIN AERODYNAMIC ANALYSIS OF A CABLE-STAYED BRIDGE." International Journal of Structural Stability and Dynamics 11, no. 01 (February 2011): 101–25. http://dx.doi.org/10.1142/s0219455411004002.
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To determine its actual dynamic responses under the wind loads, modal identification from the field tests was carried out for the Kao Ping Hsi cable-stayed bridge in southern Taiwan. The dynamic characteristics of the bridge identified by a continuous wavelet transform algorithm are compared with those obtained by the finite element analysis. The finite element model was then modified and refined based on the field test results. The results obtained from the updated finite element model were shown to agree well with the field identified results for the first few modes in the vertical, transverse, and torsional directions. This has the indication that a rational finite element model has been established for the bridge. With the refined finite element model, a nonlinear analysis in time domain is employed to determine the buffeting response of the bridge. Through validation of the results against those obtained by the frequency domain approach, it is confirmed that the time domain approach adopted herein is applicable for the buffeting analysis of cable-stayed bridges.
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Sun, Limin, Yi Zhou, and Zhihua Min. "Experimental Study on the Effect of Temperature on Modal Frequencies of Bridges." International Journal of Structural Stability and Dynamics 18, no. 12 (November 9, 2018): 1850155. http://dx.doi.org/10.1142/s0219455418501559.
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This study investigates the relationship between the temperature and the modal frequencies of bridges through a series of model experiments using a concrete continuous beam bridge model and a steel cable-stayed bridge model in a controlled-temperature chamber. The experimental results show that, for a given boundary condition and in the absence of freezing, a change in temperature affects the structural frequencies of the bridge as it alters the elastic modulus of the bridge materials. The structural frequency tends to linearly decrease with increasing temperature and with the decrease in the frequency of steel bridges smaller than that of concrete bridges. For the particular case of wet concrete bridges, the temperature dependencies of modal frequencies vary dramatically near the freezing point, which is attributable to the freeze–thaw process of concrete pore water. The effect of air humidity on structural frequency is less significant than that of temperature when the boundary conditions remain unchanged. Furthermore, temperature changes may alter the boundary conditions of bridges, thereby affecting the structural frequencies.
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Xu, Feng-yu, Xing-song Wang, and Lei Wang. "CLIMBING MODEL AND OBSTACLE-CLIMBING PERFORMANCE OF A CABLE INSPECTION ROBOT FOR A CABLE-STAYED BRIDGE." Transactions of the Canadian Society for Mechanical Engineering 35, no. 2 (June 2011): 269–89. http://dx.doi.org/10.1139/tcsme-2011-0016.
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A cable inspection robot is proposed to automatically check the cables of a cable-stayed bridge. First, a climbing model supported by an independent spring and an inspection robot is designed. Second, the dimensionless parameter, h/r, which is the ratio of the vertical height of the obstacle to the radius of the obstacle-climbing wheel, is selected as the evaluation standard of the climbing ability of the robot; after which a mathematical model of such obstacle-climbing ability is established. Third, the bearing capacity of the driving wheel rubber is studied using the finite element method. Afterwards, the analysis of the climbing performance is then carried out through simulation by studying two influential perspectives, namely, the positive pressure from the passive end spring and the swinging angle of the passive wheel. Finally, field experiments are carried out on the HuangPu Cable-Stayed Bridge. Based on the results, the robot can climb steadily on various inclined cables.
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Zhang, Jin, Ke-Jian Chen, Yong-Ping Zeng, Zhen-Yu Yang, Shi-Xiong Zheng, and Hong-Yu Jia. "Seismic Reliability Analysis of Cable-Stayed Bridges Subjected to Spatially Varying Ground Motions." International Journal of Structural Stability and Dynamics 21, no. 07 (March 25, 2021): 2150094. http://dx.doi.org/10.1142/s0219455421500942.
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To efficiently and accurately evaluate the seismic system reliability analysis (SSRA) of cable-stayed bridges subjected to spatially varying ground motions, a direct probabilistic framework was developed in this paper. First, the relevant methods for the structural seismic reliability were presented, including the multiplicative dimensional reduction method, maximum entropy method with fractional moments (FMs), and the product of conditional marginals (PCMs). Second, based on the OpenSees platform, the 3D finite element model of the cable-stayed bridge was established, along with the uncertain structural parameters, stochastic ground motions, and failure modes of each structural component under earthquake loading summarized. Third, considering the double uncertainties of the bridge and ground motions, the nonlinear time history analysis was conducted for the bridge under various scenarios. Finally, the nonlinear seismic response and fractional moment of the structural response were obtained. The maximum entropy method with FMswas used to get the probability density function (pdf) of the structural response, together with the failure probability and reliability index of each component. Considering the correlation between components, the PCMs was used to obtain the failure probability of the bridge under earthquake loadings, and some critical conclusions were drawn.
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Wei, Jiandong, Manyu Guan, Qi Cao, and Ruibin Wang. "Spatial combined cable element for cable-supported bridges." Engineering Computations 36, no. 1 (December 27, 2018): 204–25. http://dx.doi.org/10.1108/ec-05-2018-0243.
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Purpose The purpose of this paper is to analyze the cable-supported bridges more efficiently by building the finite element model with the spatial combined cable element. Design/methodology/approach The spatial combined cable element with rigid arms and elastic segments was derived. By using the analytical solution of the elastic catenary to establish the flexibility matrix at the end of the cable segment and adding it to the flexibility matrix at the ends of the two elastic segments, the flexibility matrix at the end of the cable body is obtained. Then the stiffness matrix of the cable body is established and the end force vector of cable body is given. Using the displacement transformation relationship between the two ends of the rigid arm, the stiffness matrix of the combined cable element is derived. By assigning zero to the length of the elastic segment(s) or/and the rigid arm(s), many subdivisions of the combined cable element can be obtained, even the elastic catenary element. Findings The examples in this field and specially designed examples proved the correctness of the proposed spatial combined cable element. Originality/value The combined cable element proposed in this study can be used for the design and analysis of cable-stayed bridges. Case studies show that it is able to simulate cable accurately and could also be used to simulate the suspenders in arch bridges as well in suspension bridges.
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Gasim, Ahmed, and Haitham A.A.Elboushi. "Fundamental Parameters Affecting Non Linearity of Suspension Bridges." FES Journal of Engineering Sciences 2, no. 1 (November 6, 2006): 29. http://dx.doi.org/10.52981/fjes.v2i1.92.
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In this research factors affecting the non-linearity of suspension bridges were studied. The fundamental parameters studied are the main and side span lengths, cable sag, tower height, cable x-section and the flexural rigidity of the stiffening girder .The effect of variation of each parameter on the cable tension and the girder moments is studied. A non-linear 2-dimensional mathematical model of a 3 span, continuous suspension bridge is considered . The solution is based on the second order deflection theory given in a computerized form. It has been found that the degree of effect of these parameters on the results of analysis in a descending order is: the main span length, side span length, cable sag, cable section and the stiffness of the bridge girder.
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Konstantakopoulos, T. G., and G. T. Michaltsos. "A mathematical model for a combined cable system of bridges." Engineering Structures 32, no. 9 (September 2010): 2717–28. http://dx.doi.org/10.1016/j.engstruct.2010.04.042.
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Zaghari, Bahareh, Emiliano Rustighi, and Maryam Ghandchi Tehrani. "Phase dependent nonlinear parametrically excited systems." Journal of Vibration and Control 25, no. 3 (June 29, 2018): 497–505. http://dx.doi.org/10.1177/1077546318783566.
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Nonlinear parametrically excited (NPE) systems govern the dynamics of many engineering applications, from cable-stayed bridges where vibrations need to be suppressed, to energy harvesters, transducers and acoustic amplifiers where vibrations need to be amplified. This work investigates the effect of different system parameters on the dynamics of a prototype NPE system. The NPE system in this work is a cantilever beam with an electromagnetic subsystem excited at its base. This system allows cubic stiffness, parametric stiffness, cubic parametric stiffness, and the phase difference between different sources of excitation to be varied independently to achieve different dynamic behaviors. A mathematical model is also derived, which provides theoretical understanding of the effects of these parameters and allows the analysis to be extended to other applications.
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Et. al., A. Sharma,. "Analysis Of Steel-Rcc Composite Deck Bridge." Turkish Journal of Computer and Mathematics Education (TURCOMAT) 12, no. 4 (April 11, 2021): 212–20. http://dx.doi.org/10.17762/turcomat.v12i4.497.
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: In the literature, provisions for analysis and design of steel-RCC composite deck type truss and cable-stayed bridges do not exist. A composite deck type truss bridge model is analyzed using STAAD Pro V8i software and a model with the same dimensions is tested in the laboratory. The experimental test results are used to validate the STAAD analysis results.
Bottom chord strain and mid-span deflection of the composite bridge model as found from the STAAD analysis and the laboratory experiment closely tally with each other. This validates the standard STAAD analysis results. However, in the top chord member, due to shrinkage cracks in the deck slab concrete, the experimentally recorded strain is higher by about 100% than the STAAD analysis result.
Shear force in studs is considerably large near supports and joints as compared to the midsection. Therefore, the design of shear studs may be carried out based on the shear forces in the studs found from the STAAD analysis.
Thus it is recommended that STAAD or any other standard finite element analysis software can be used for analysis and design of the composite bridges.
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Lu, Naiwei, Yang Liu, Mohammad Noori, and Xinhui Xiao. "System Reliability Assessment of Cable-Supported Bridges under Stochastic Traffic Loads Based on Deep Belief Networks." Applied Sciences 10, no. 22 (November 13, 2020): 8049. http://dx.doi.org/10.3390/app10228049.
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A cable-supported bridge is usually a key junction of a highway or a railway that demands a higher safety margin, especially when it is subjected to harsh environmental and complex loading conditions. In comparison to short-span girder bridges, long-span flexible structures have unique characteristics that increase the complexity of the structural mechanical behavior. Therefore, the system safety of cable-supported bridges is critical but difficult to evaluate. This study proposes a novel and intelligent approach for system reliability evaluation of cable-supported bridges under stochastic traffic load by utilizing deep belief networks (DBNs). The related mathematical models were derived taking into consideration the structural nonlinearities and high-order statically indeterminate characteristics. A computational framework is presented to illustrate the steps followed for system reliability evaluation using DBNs. In a case study, a prototype suspension bridge is selected to investigate the system reliability under stochastic traffic loading based on site-specific traffic monitoring data. The numerical results indicated that DBNs provide an accurate approximation for the mechanical behavior accounting for structural nonlinearities and different system behaviors, which can be treated as a meta-model to estimate the structural failure probability. The dominant failure modes of the suspension bridge are the fracture of suspenders followed by the bending failure of girders. The degradation of suspenders due to fatigue-corrosion damage has a significant effect on the system reliability of a suspension bridge. The numerical results provide a theoretical basis for the design on cable replacement strategies.
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Zhou, ZhiWu, Julián Alcalá, and Víctor Yepes. "Environmental, Economic and Social Impact Assessment: Study of Bridges in China’s Five Major Economic Regions." International Journal of Environmental Research and Public Health 18, no. 1 (December 26, 2020): 122. http://dx.doi.org/10.3390/ijerph18010122.
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The construction industry of all countries in the world is facing the issue of sustainable development. How to make effective and accurate decision-making on the three pillars (Environment; Economy; Social influence) is the key factor. This manuscript is based on an accurate evaluation framework and theoretical modelling. Through a comprehensive evaluation of six cable-stayed highway bridges in the entire life cycle of five provinces in China (from cradle to grave), the research shows that life cycle impact assessment (LCIA), life cycle cost assessment (LCCA), and social impact life assessment (SILA) are under the influence of multi-factor change decisions. The manuscript focused on the analysis of the natural environment over 100 years, material replacement, waste recycling, traffic density, casualty costs, community benefits and other key factors. Based on the analysis data, the close connection between high pollution levels and high cost in the maintenance stage was deeply promoted, an innovative comprehensive evaluation discrete mathematical decision-making model was established, and a reasonable interval between gross domestic product (GDP) and sustainable development was determined.
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Zhou, X. T., Y. Q. Ni, and F. L. Zhang. "Damage Localization of Cable-Supported Bridges Using Modal Frequency Data and Probabilistic Neural Network." Mathematical Problems in Engineering 2014 (2014): 1–10. http://dx.doi.org/10.1155/2014/837963.
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This paper presents an investigation on using the probabilistic neural network (PNN) for damage localization in the suspension Tsing Ma Bridge (TMB) and the cable-stayed Ting Kau Bridge (TKB) from simulated noisy modal data. Because the PNN approach describes measurement data in a Bayesian probabilistic framework, it is promising for structural damage detection in noisy conditions. For locating damage on the TMB deck, the main span of the TMB is divided into a number of segments, and damage to the deck members in a segment is classified as one pattern class. The characteristic ensembles (training samples) for each pattern class are obtained by computing the modal frequency change ratios from a 3D finite element model (FEM) when incurring damage at different members of the same segment and then corrupting the analytical results with random noise. The testing samples for damage localization are obtained in a similar way except that damage is generated at locations different from the training samples. For damage region/type identification of the TKB, a series of pattern classes are defined to depict different scenarios with damage occurring at different portions/components. Research efforts have been focused on evaluating the influence of measurement noise level on the identification accuracy.
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Stromquist-LeVoir, Gannon, Kevin F. McMullen, Arash E. Zaghi, and Richard Christenson. "Determining Time Variation of Cable Tension Forces in Suspended Bridges Using Time-Frequency Analysis." Advances in Civil Engineering 2018 (June 5, 2018): 1–13. http://dx.doi.org/10.1155/2018/1053232.
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A feasibility study was conducted to develop a novel method to determine the temporal changes of tensile forces in bridge suspender cables using time-frequency analysis of ambient vibration measurements. An analytical model of the suspender cables was developed to evaluate the power spectral density (PSD) function of a cable with consideration of cable flexural stiffness. Discrete-time, short-time Fourier transform (STFT) was utilized to analyze the recorded acceleration histories in both time and frequency domains. A mathematical convolution of the analytical PSD function and time-frequency data was completed to evaluate changes in cable tension force over time. The method was implemented using acceleration measurements collected from an in-service steel arch bridge with a suspended deck to calculate the temporal variation in cable forces from the vibration measurements. The observations served as proof of concept that the proposed method may be used for cable fatigue life calculations and bridge weigh-in-motion studies.
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Lewis, W. J. "A mathematical model for assessment of material requirements for cable supported bridges: Implications for conceptual design." Engineering Structures 42 (September 2012): 266–77. http://dx.doi.org/10.1016/j.engstruct.2012.04.018.
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Kanok-Nukulchai, Worsak, Po Kwong Anthony Yiu, and Derick M. Brotton. "Mathematical Modelling of Cable-Stayed Bridges." Structural Engineering International 2, no. 2 (May 1992): 108–13. http://dx.doi.org/10.2749/101686692780616030.
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Liang, Dong, Hui Cai Shen, and Yan Feng Li. "Influence of Cable Dampers on Cable-Stayed Bridges." Applied Mechanics and Materials 256-259 (December 2012): 1474–79. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.1474.
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Cable-stayed bridges have seen a wider application in recent years, with many having longer and longer spans. Modern cable-stayed bridges are using numerous cables to support the stiffing girders. Many cable dampers are installed to mitigate cable vibration. This paper focuses the attention on the effect of cable damper on the dynamic characteristics of the whole cable-stayed bridge, especially the modal damping. A practical model comprised of the cable, girder, and damper is developed to analyze the relationship between system modal damping and the performance of cable damper with complex mode method. A test model with cable, girder and damper was made to verify the theoretical results. A finite element model of a simplified cable-stayed bridge based on test model is adopted to assess the effects of cable dampers on the anti-seismic performance and wind-resistant behavior of the cable-stayed bridge. The results show that the cable dampers of cable-stayed bridge can increase the modal damping of the whole bridge.
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Wang, Gao-Xin, and You-Liang Ding. "Mathematical Modeling for Lateral Displacement Induced by Wind Velocity Using Monitoring Data Obtained from Main Girder of Sutong Cable-Stayed Bridge." Mathematical Problems in Engineering 2014 (2014): 1–16. http://dx.doi.org/10.1155/2014/723152.
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Based on the health monitoring system installed on the main span of Sutong Cable-Stayed Bridge, GPS displacement and wind field are real-time monitored and analyzed. According to analytical results, apparent nonlinear correlation with certain discreteness exists between lateral static girder displacement and lateral static wind velocity; thus time series of lateral static girder displacement are decomposed into nonlinear correlation term and discreteness term, nonlinear correlation term of which is mathematically modeled by third-order Fourier series with intervention of lateral static wind velocity and discreteness term of which is mathematically modeled by the combined models of ARMA(7,4)and EGARCH(2,1). Additionally, stable power spectrum density exists in time series of lateral dynamic girder displacement, which can be well described by the fourth-order Gaussian series; thus time series of lateral dynamic girder displacement are mathematically modeled by harmonic superposition function. By comparison and verification between simulative and monitoring lateral girder displacements from September 1 to September 3, the presented mathematical models are effective to simulate time series of lateral girder displacement from main girder of Sutong Cable-Stayed Bridge.
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Zhang, Fei Jin, Li Li Nie, and Hong You Cao. "Static Deformational Behaviors of Cable-Stayed Suspension Bridge and its Simplified Material Cost Model." Applied Mechanics and Materials 501-504 (January 2014): 1221–27. http://dx.doi.org/10.4028/www.scientific.net/amm.501-504.1221.
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Cable-stayed suspension bridge is an unconventional bridge type with a bridge typology based on the combination of both cable-stayed and suspension systems. In this paper, the static behaviors of cable-stayed suspension bridge were revealed from the viewpoint of the structural deformational characteristics under different kinds of live loads. To more clearly illustrate these characteristics, the simplified analytical method based on the simplified analytical solutions for cable-stayed bridges and suspension bridges were adopted in the derivations. Furthermore, the simplified material cost model based on allowable stress method for cable-stayed suspension bridge was also proposed for researchers and designers to adopt in preliminary design stage.
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Asgari, B., S. A. Osman, and A. Adnan. "Sensitivity Analysis of the Influence of Structural Parameters on Dynamic Behaviour of Highly Redundant Cable-Stayed Bridges." Advances in Civil Engineering 2013 (2013): 1–11. http://dx.doi.org/10.1155/2013/426932.
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The model tuning through sensitivity analysis is a prominent procedure to assess the structural behavior and dynamic characteristics of cable-stayed bridges. Most of the previous sensitivity-based model tuning methods are automatic iterative processes; however, the results of recent studies show that the most reasonable results are achievable by applying the manual methods to update the analytical model of cable-stayed bridges. This paper presents a model updating algorithm for highly redundant cable-stayed bridges that can be used as an iterative manual procedure. The updating parameters are selected through the sensitivity analysis which helps to better understand the structural behavior of the bridge. The finite element model of Tatara Bridge is considered for the numerical studies. The results of the simulations indicate the efficiency and applicability of the presented manual tuning method for updating the finite element model of cable-stayed bridges. The new aspects regarding effective material and structural parameters and model tuning procedure presented in this paper will be useful for analyzing and model updating of cable-stayed bridges.
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Massow, C., Veronica Vidal, Alan R. Champneys, and John H. G. Macdonald. "Nonlinear Models of Cable-Stayed Bridges." Applied Mechanics and Materials 5-6 (October 2006): 425–32. http://dx.doi.org/10.4028/www.scientific.net/amm.5-6.425.
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Cable-stayed bridges frequently experience vibrations due to a variety of mechanisms, exacerbated by their very low inherent damping. A research group of the University of Bristol has focused lately on the study of cable-stayed bridges, some advances have led to the identification of vortex-induced deck vibrations occurring at the Second Severn Crossing (SSC) and improved methods of analysis of field vibration data. Based on such experience, it aims to study the autoparametric excitation which, due to very great amplitudes, can seriously damage the structure. It has been suggested that this may have been the mechanism of excitation of some large amplitude cable vibrations on real bridges, but the details of the behaviour are not very well understood and several cases of large cable vibrations on full scale bridges have not been fully explained. In this paper we examine a previously established cable-deck model and compare it to a new, more exact model in a different coordinate basis.
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Sun, Jiang Bo, Zuo Zhou Zhao, and Hong Hua Zhao. "Measuring Methods of Cable Tension in Cable-Stayed Bridges." Advanced Materials Research 295-297 (July 2011): 1230–35. http://dx.doi.org/10.4028/www.scientific.net/amr.295-297.1230.
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This paper presents several methods usually used for measuring cable tension in cable-stayed bridges, especially frequency vibration method. Taken two different length stay-cables under given tension forces in a real cable-stayed bridge as an example, different modeling methods in finite element methods (FEM) were used to solve their natural vibration frequencies. The results by FEM were compared with those from other available theoretical predicting method. It was found that FEM based on tightening string model is more suitable for a long stay-cable. For a short stay-cable under given tension force, beam bending stiffness can be ignored in predicting its first five natural frequencies using a hinged beam model in FEM. While the predicted lower frequency using clamped beam FEM model is more accurate and reasonable.
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Su, Xiaoyang, Houjun Kang, Tieding Guo, and Yunyue Cong. "Modeling and Parametric Analysis of In-Plane Free Vibration of a Floating Cable-Stayed Bridge with Transfer Matrix Method." International Journal of Structural Stability and Dynamics 20, no. 01 (November 6, 2019): 2050004. http://dx.doi.org/10.1142/s0219455420500042.
Full textAbstract:
As a classic bridge type, cable-stayed bridge is widely used because of its superior spanning capacity. Based on the mechanical characteristics of stay cable supporting deck, we propose a novel mechanical model aiming to evaluate the vertical bending stiffness of a floating cable-stayed bridge, namely, multi-beam model with discrete springs. First, a single-tower cable-stayed bridge is modeled as a triple-beam model with discrete springs in order to introduce the novel method easily. In this model, the stay cables are simplified as springs without mass and the single tower is regarded as an Euler–Bernoulli beam with consideration of the effect of axial force. At the same time, the bridge deck has been cut into two Euler–Bernoulli beams at the intersection of a deck and a tower. Then equations governing vibrations of the beam and tower are derived according to Hamilton’s principle for dynamic problems in elastic body under equilibrium state. The program is established by transfer matrix method to solve the eigenvalues of the system along with its boundary and matching conditions. Thus, the vertical bending stiffness of the floating cable-stayed bridge can be evaluated based on the frequency. In addition, the influences of the cables’ material, location, stiffness and number on vertical bending stiffness are analyzed in detail when the steel cables are replaced with CFRP cables. Lastly, the same method is directly extended to modeling the floating multi-tower cable-stayed bridge. The results, which are validated by commercial finite element software, demonstrate that the proposed mechanical model and method are both valuable and significant not only in theoretical research and calculation but also in design of engineering.
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Ren, Yuan, Hai Hong Tang, and Qiao Huang. "Research on Fuzzy Comprehensive Evaluation of Cable-Stayed Bridges." Applied Mechanics and Materials 361-363 (August 2013): 1119–23. http://dx.doi.org/10.4028/www.scientific.net/amm.361-363.1119.
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As bridge span increases, people have growing concern on bridge safety and durability. The fuzzy comprehensive evaluation was introduced to assess complicated cable-stayed bridges. The calculate approach of fuzzy comprehensive evaluation was introduced first. Using the representation proposed by Professor Zadeh, the membership degree of the bridge technique status was described. The membership function of comprehensive evaluation for cable-stayed bridges was established by fuzzy statistics method. The application problem of model in the comprehensive evaluation for cable-stayed bridges was discussed, and the model was established in the composite calculation procedure of fuzzy sets. The fuzzy comprehensive evaluation theory was applied in the evaluation of the Sifangtai Cable-stayed Bridge as an example and the final results was basically consistent with that of the uncertain AHP method. It can be concluded that the theory can apply to the comprehensive evaluation of cable-stayed bridges.
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Köken, Ali, and Ahmed Ali Abdulqader Farhad. "Investigation of the Effect of the Deck Material on the Cost in Cable-Stayed Bridges with Different Spans." Romanian Journal of Transport Infrastructure 10, no. 1 (July 1, 2021): 11–33. http://dx.doi.org/10.2478/rjti-2021-0002.
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Abstract Recent developments in the social sphere also cause an increase in transportation activities. Increased transport activities lead to the construction of new roads and bridges. Different bridge construction systems are available to overcome large span obstacles. Cable-stayed bridges are more advantageous construction systems than other bridge type building carrier systems in overcoming large spans through suspension cables. Therefore, it is also widely preferred by designers. The biggest factor in the development of cable-stayed bridges is undoubtedly steel cables. Cable-stayed bridges are bridge structures that become lighter with the increase of the span, which has a more expanded flexibility, and that includes a cable system with the effect of nonlinear factors. Costs of cable-stayed bridges vary according to different spans. The span as well as the deck material used in the bridge system have a great effect on the cost. In cable-stayed bridge systems, decks are constructed of reinforced concrete and steel. The costs of cable-stayed bridges are widely discussed around the world; therefore, the effect of the span and deck material on the cost of cable-stayed bridges is being investigated. The main bearing elements of such bridges are cables, decks, and towers, and among these elements, the tower bridge carries all the weight of the bridge, even other external loads such as vehicle, wind, etc. In this study, the three-dimensional model of the cable, deck and tower elements that make up the cable-stayed bridge system was created and analysed using the CSI Bridge Program. The AASHTO LRFD Standards, which are widely used in the analysis of bridge systems with the CSI Bridge program and the design of bridge systems in the world, were used. In the study, the analysis and designs of cable-stayed bridges with reinforced concrete and steel deck at 250, 500, 750, 1000, 1500, 2000 meters span were carried out. The amount of materials and costs used in the analysis and design of the cable-stayed bridge systems were obtained and the results were interpreted.
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Pang, Yutao. "Seismic Fragility Assessment of an Isolated Multipylon Cable-Stayed Bridge Using Shaking Table Tests." Advances in Civil Engineering 2017 (2017): 1–12. http://dx.doi.org/10.1155/2017/9514086.
Full textAbstract:
In recent decades, cable-stayed bridges have been widely built around the world due to the appealing aesthetics and efficient and fast mode of construction. Numerous studies have concluded that the cable-stayed bridges are sensitive to earthquakes because they possess low damping characteristics and high flexibility. Moreover, cable-stayed bridges need to warrant operability especially in the moderate-to-severe earthquakes. The provisions implemented in the seismic codes allow obtaining adequate seismic performance for the cable-stayed bridge components; nevertheless, they do not provide definite yet reliable rules to protect the bridge. To date, very few experimental tests have been carried out on the seismic fragility analysis of cable-stayed bridges which is the basis of performance-based analyses. The present paper is aimed at proposing a method to derive the seismic fragility curves of multipylon cable-stayed bridge through shake table tests. Toward this aim, a 1/20 scale three-dimensional model of a 22.5 m cable-stayed bridge in China is constructed and tested dynamically by using the shaking table facility of Tongji University. The cable-stayed bridge contains three pylons and one side pier. The outcomes of the comprehensive shaking table tests carried out on cable-stayed bridge have been utilized to derive fragility curves based on a systemic approach.
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Jin, Xiao Long, Yan Yang, and Kang Qian. "Research on Force Performance of Cable Breaking on Cable-Stayed Bridges." Applied Mechanics and Materials 644-650 (September 2014): 5061–64. http://dx.doi.org/10.4028/www.scientific.net/amm.644-650.5061.
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The cable is the important force component of the cable-stayed bridges. The primary damage of cable is the corrosion which cause cable fracture. Local cable breaking lead to bridge force redistribution and have a certain impact to the mechanical characteristics of cable-stayed bridge, which affects the safety of bridge. The finite element model of cable-stayed bridge laboratory model is set up to simulate cable breaking and analyse the structure performance changes. At the same time carry out the corresponding cable breaking experiments. The conclusions through the theoretical and experimental analysis will provide a theoretical basis for the bridge health monitoring and bridge safety operation.
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Bi, Hong Tao, and Yan Li. "The Length Optimization of Non-Stayed Cable Segment to Low-Pylon Cable-Stayed Bridge." Key Engineering Materials 540 (January 2013): 131–39. http://dx.doi.org/10.4028/www.scientific.net/kem.540.131.
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An optimization model was proposed in order to investigate the effect of the non-stayed cable segment length on the performance of a low-pylon cable-stayed bridge. Based on the structural analysis of the cable-stayed bridges, the proposed model aims to adjust the structural internal force by changing the non-stayed cable segment length. The most reasonable length of non-stayed cable segment was obtained by the optimization analysis.
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Yang, Xiao-Yan, Jin-Xin Gong, Yin-Hui Wang, Bo-Han Xu, and Ji-Chao Zhu. "PROBABILITY MODEL AND RELIABILITY ANALYSIS OF CABLE STRESS FOR CABLE-STAYED BRIDGE." Baltic Journal of Road and Bridge Engineering 12, no. 4 (December 13, 2017): 248–57. http://dx.doi.org/10.3846/bjrbe.2017.31.
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The aim of this paper is to investigate the time-varying effect of stay cable of long-span cable-stayed bridges subject to vehicle load. The analysis has been carried out on the Su-Tong cable-stayed bridge in Jiangsu, China that has the second-longest span among the completed composite-deck cable-stayed bridges in the world currently. Probability models of vehicle load in each lane (fast lane, middle lane and slow lane) and cable stress under random vehicle load were developed based on the stochastic process theory. The results show the gross vehicle weight follows lognormal distribution or multi-peak distribution, and the time-interval of the vehicle follows a lognormal distribution. Then, the probability function of maximum cable stress was determined using up-crossing theory. Finally, the reliability of stay cable under random vehicle load was analysed. The reliability index ranges from 9.59 to 10.82 that satisfies the target reliability index of highway bridge structure of finished dead state.
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Li, Xu, Jun Li, Xiaoyi Zhang, Jianfeng Gao, and Chao Zhang. "Simplified analysis of cable-stayed bridges with longitudinal viscous dampers." Engineering, Construction and Architectural Management 27, no. 8 (July 30, 2020): 1993–2022. http://dx.doi.org/10.1108/ecam-07-2019-0400.
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PurposeViscous dampers are commonly used in large span cable-stayed bridges to mitigate seismic effects and have achieved great success.Design/methodology/approachHowever, the nonlinear analysis on damper parameters is usually computational intensive and nonobjective. To address these issues, this paper proposes a simplified method to determine the viscous damper parameters for double-tower cable-stayed bridges. An empirical formula of the equivalent damping ratio of viscous dampers is established through decoupling nonclassical damping structures and linearization of nonlinear viscous dampers. Shaking table tests are conducted to verify the feasibility of the proposed method. Moreover, this simplified method has been proved in long-span cable-stayed bridges.FindingsThe feasibility of this method is verified by the simplified model shaking table test. This simplified method for determining the parameters of viscous dampers is verified in cable-stayed bridges with different spans.Originality/valueThis simplified method has been validated in cable-stayed bridges with various spans.
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Wang, Zhangming, Nan Zhang, Xianting Du, Shilei Wang, and Qikai Sun. "Multiobjective Optimization of Cable Forces and Counterweights for Universal Cable-Stayed Bridges." Journal of Advanced Transportation 2021 (January 15, 2021): 1–13. http://dx.doi.org/10.1155/2021/6615746.
Full textAbstract:
In cable-stayed bridges, especially asymmetric bridges, counterweights are always made to work together with cable pretension forces to get a reasonable finished state. To solve the optimization problem of the cable-stayed bridge considering the counterweights, the integrated optimization method (IOM) for estimating cable forces and counterweights is proposed. In this method, the counterweights are proposed to act on the anchor points. After that, the summary of the minimum weighted total bending energy and the summary of the counterweights are considered as two objective functions of a multiobjective problem. Finally, the dynamic weighted coefficient method is used to solve this problem and realize the Pareto solution set. IOM presents detailed procedures in a simple numerical model and is then applied to the Yong-ding special-shaped cable-stayed bridge. The results show that not only IOM can realize the priority selection of the loading position of the counterweights but also get a better reasonable finish state because of the introduction of the counterweight dimension; the dynamic weighted coefficient method can quickly find the Pareto optimal solution set and be further screened by decision-makers; counterweight is very helpful to reduce torsion and other spatial effects in cable-stayed bridges. IOM can be used as a universal optimization method for cable-stayed bridges.
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Zhang, Peng, Jie Tan, Haitao Liu, Gang Yang, and Chunyi Cui. "Seismic Vibration Mitigation of a Cable-Stayed Bridge with Asymmetric Pounding Tuned Mass Damper." Mathematical Problems in Engineering 2021 (April 29, 2021): 1–13. http://dx.doi.org/10.1155/2021/6647303.
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In order to mitigate the seismic response of a cable-stayed bridge, a new type damping device named asymmetric pounding tuned mass damper (APTMD) is developed in this paper on the basis of the traditional symmetric pounding tuned mass damper. The novel APTMD has three parameters to be determined: the left-side gap, the right-side gap, and the frequency ratio. A numerical model of the APTMD damping system is established with consideration of both the computational efficiency and accuracy to enable the parametric optimization of the damper. The numerical model is based on a simplified model of the cable-stayed bridge and a nonlinear pounding force model. The genetic algorithm is utilized for the optimization of the damper. Afterwards, the cable-stayed bridge is subjected to 20 recorded ground motions to evaluate the vibration control effectiveness of the APTMD. Four systems are considered: (1) without dampers; (2) with a TMD; (3) with a PTMD; and (4) with an APTMD. Time history analysis reveals the following: (1) those dampers can all effectively suppress the vibration of the bridge and (2) the vibration control effectiveness of the APTMD is slightly better than the TMD and the PTMD.
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Aboul-Ella, Fakhry. "Pylons of cable-stayed bridges: a comparison." Canadian Journal of Civil Engineering 15, no. 4 (August 1, 1988): 516–23. http://dx.doi.org/10.1139/l88-071.
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A new analytical model for the static analysis of cable-stayed bridges is presented taking into consideration the effect of soil–structure interaction. Bridges having pylons and piers of different degrees of restraint, such as fixed or hinged base pylons, fixed base piers, and pile-supported piers, are analyzed and compared to investigate the effect of these restraints on the response of the entire cable-stayed bridge system. The validity of the assumption of fixed support for pylons or piers is also examined. Key words: bridges, cables, foundation, towers, pylons, piers, piles, caissons, soil mechanics.
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Wang, Xuewei, Bing Zhu, and Shengai Cui. "Research on Collapse Process of Cable-Stayed Bridges under Strong Seismic Excitations." Shock and Vibration 2017 (2017): 1–18. http://dx.doi.org/10.1155/2017/7185281.
Full textAbstract:
In order to present the collapse process and failure mechanism of long-span cable-stayed bridges under strong seismic excitations, a rail-cum-road steel truss cable-stayed bridge was selected as engineering background, the collapse failure numerical model of the cable-stayed bridge was established based on the explicit dynamic finite element method (FEM), and the whole collapse process of the cable-stayed bridge was analyzed and studied with three different seismic waves acted in the horizontal longitudinal direction, respectively. It can be found from the numerical simulation analysis that the whole collapse failure process and failure modes of the cable-stayed bridge under three different seismic waves are similar. Furthermore, the piers and the main pylons are critical components contributing to the collapse of the cable-stayed bridge structure. However, the cables and the main girder are damaged owing to the failure of piers and main pylons during the whole structure collapse process, so the failure of cable and main girder components is not the main reason for the collapse of cable-stayed bridge. The analysis results can provide theoretical basis for collapse resistance design and the determination of critical damage components of long-span highway and railway cable-stayed bridges in the research of seismic vulnerability analysis.
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Zhu, Jin Song, and Jian Hui Wu. "Study on System Reliability Updating through Inspection Information for Existing Cable-Stayed Bridges." Advanced Materials Research 250-253 (May 2011): 2011–15. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.2011.
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In order to accurately evaluate the reliability of the existing cable-stayed bridge, a method based on inspection information is proposed to update the system reliability. Using Bayesian method and inspection information, the modified model of cable-stayed bridge random variables is established, and then the failure probability of cable-stayed bridge components is updated. Theβ-Tcurves of changing rules of inspection information on system reliability index and service life are obtained. The method has been applied to a cable-stayed bridge, the results show that the proposed method is effective to update the system reliability and can predict the residual life of the existing cable-stayed bridges.
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Qiu, Wen Liang, Meng Jiang, and Xing Bo Zhang. "Seismic Response Analysis of Cable-Stayed Bridges." Advanced Materials Research 446-449 (January 2012): 2290–94. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.2290.
Full textAbstract:
For floating system cable-stayed bridge, the longitudinal displacement of stiffening girder and moments of towers are very large when strong earthquake happens. Too large displacement of stiffening girder leads to collision between girders of the main bridge and the approaches. Using spatial finite element model and time history analysis method, the seismic responses of cable-stayed bridge are studied considering the elasto-plastic effects. The results show that the displacement of stiffening girder is very large when no seismic reduction measures are adopted. The viscous dampers installed between the stiffening girder and towers can efficiently reduce seismic responses of the cable-stayed bridge. Especially, the displacement of stiffening girder can be controlled well to meet the design requirement. Using the optimum parameters of damper, the height of pier under tower and intermediate supports in side span on seismic responses are studied in detail. The longitudinal displacement of stiffening girder increases with the pier height increasing. The intermediate supports in side span are benefit for seismic reduction.
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YANG, OU, HUI LI, JINPING OU, and Q. S. LI. "PERFORMANCE VARIATIONS OF A CABLE-STAYED BRIDGE WITH DAMAGED CABLES." International Journal of Structural Stability and Dynamics 13, no. 05 (May 28, 2013): 1250083. http://dx.doi.org/10.1142/s0219455412500836.
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A cable-stayed bridge model was made based on the design drawings of Shandong Binzhou Yellow River Highway Bridge (BZB) and detailed model tests were conducted. In the tests, the cable damage effects on the loading behavior and dynamic performance of the bridge model were studied by considering different cable damages' locations, different numbers of damaged cables, and different damaged levels of cables etc. The experimental results revealed that the cable damages may significantly affect the internal forces of other cables and the stress distributions of the girders; however, they have less influence on the natural frequencies of the bridge model. In parallel with the model tests, a finite element model of the bridge structure has been established. Numerical analysis for the bridge model with cable damages was carried out to validate the experimental results and explain the phenomena observed in the model tests.
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Yi, Jiang, Jianzhong Li, and Zhongguo Guan. "Shake Table Studies on Viscous Dampers in Seismic Control of a Single-Tower Cable-Stayed Bridge Model under Near-Field Ground Motions." Journal of Earthquake and Tsunami 12, no. 05 (December 2018): 1850011. http://dx.doi.org/10.1142/s1793431118500112.
Full textAbstract:
To investigate the effectiveness of viscous damper on seismic control of single-tower cable-stayed bridges subjected to near-field ground motions, a 1/20-scale full cable-stayed bridge model was designed, constructed and tested on shake tables. A typical far-field ground motion and a near-field one were used to excite the bridge model from low to high intensity. The seismic responses of the bridge model with and without viscous dampers were analyzed and compared. Both numerical and test results revealed that viscous dampers are quite effective in controlling deck displacement of cable-stayed bridges subjected to near-field ground motions. However, due to near-field effects, viscous damper dissipated most energy through one large hysteresis loop, extensively increasing the deformation and damping force demand of the damper. Further study based on numerical analysis reveals that to optimize deck displacement of cable-stayed bridges during an earthquake, a viscous damper with relatively larger damping coefficient should be introduced under near-field ground motions than far-field ones.
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Fangwen, Wu, Ji Zhengdi, and Yang Caofang. "Construction Monitoring of Cable-stayed Bridges Based on Gray Prediction Model." Open Civil Engineering Journal 9, no. 1 (September 23, 2015): 736–42. http://dx.doi.org/10.2174/1874149501509010736.
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The construction process of cable-stayed bridges is complex and has many influencing parameters. Construction monitoring plays an important role in the construction process to ensure the structural safety and meet the design requirements. Gray system theory is applied to analyze and predict structural deformation and cable tension for construction monitoring, which regards the cable-stayed bridge under construction as an interferential gray system with a physical prototype and analyzes the random process as a gray process. The gray prediction model has been established by using and evaluating girder and cable tension as two control inputs of the system in the construction process of cablestayed bridges. The girder and cable tension of subsequent construction stages were predicted, adjusted, and evaluated by using feedback information obtained from measuring and rectifying the gray prediction model to effectively control and adjust the bridge configuration and cable tension. Results show that gray prediction model has good prediction precision, which can control the structural configuration in the ideal state and meet the design requirements.
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Yao, Chao Yi, Qian Hui Pu, and Ya Dong Yao. "Mechanical Features of Cable-Girder Anchorage for Long-Span Railway Cable-Stayed Bridge with Steel Box Girders." Applied Mechanics and Materials 587-589 (July 2014): 1391–94. http://dx.doi.org/10.4028/www.scientific.net/amm.587-589.1391.
Full textAbstract:
The cable-stayed bridge got rapid development in recent years. And for long-span cable-stayed bridges, the cable-girder anchorage structure is a key component in designing. The function of the cable-girder anchorage structure is to transfer the load between cables and the main girder. With the complex load transfer mechanism and stress concentration induced by large cable force, rational design of cable-girder anchorage structure is critical to long-span cable-stayed bridges. Take a certain long-span railway cable-stayed bridge in Zhejiang Province as the investigation, the load transfer mechanism and the stress distribution state was studied by finite element model. The research indicated that the design of this anchor box was rational. The stress distribution on each plate of the anchor box was relatively uniform. And the load transfer path and mechanisms of the main components of this anchor box were clear.
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Casciati, Sara, and Lorenzo Elia. "Estimating Cable Forces in a Large Cable-Stayed Bridge." Advances in Science and Technology 101 (October 2016): 26–34. http://dx.doi.org/10.4028/www.scientific.net/ast.101.26.
Full textAbstract:
The presence of complex boundary conditions makes the estimation of cable forces in cable-stayed bridges quite difficult when using conventional model-based force identification methodologies. A large dataset of recorded acceleration signals is available for the Ting Kau Bridge (TKB) in Hong Kong. The dataset is used together with a numerical model of the bridge to reconstruct the tension forces in the main cables. A part of the data is used to calibrate the model. The remaining data are used for validation. The created numerical model permits an investigation of the tensions distribution in the stay-cables during a typhoon, based on the observed increase of some of the bridge frequencies during this extreme event.