Academic literature on the topic 'Bridges, Cable-stayed – Mathematical model'
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Journal articles on the topic "Bridges, Cable-stayed – Mathematical model"
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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.
Dissertations / Theses on the topic "Bridges, Cable-stayed – Mathematical model"
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Kreis, Eri Sato. "ANA-PSp: um sistema computacional para análise aeroelástica de pontes suspensas por modelos matemáticos reduzidos." Universidade de São Paulo, 2007. http://www.teses.usp.br/teses/disponiveis/3/3144/tde-31032008-151227/.
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As características arquitetônicas e o desempenho estrutural de pontes suspensas, estaiadas ou pênseis, têm determinado a sua crescente utilização em obras de arte destinadas a vencer grandes vãos. Essa utilização crescente que ocorreu no mundo nas últimas décadas se repete agora nos últimos anos no país. Várias dessas obras estão em execução e em projeto. Um dos aspectos relevantes na análise estrutural das pontes suspensas é o de seu comportamento quando submetidas à ação do vento. Apresenta-se o sistema computacional ANA-PSp desenvolvido especialmente para o estudo do movimento de tabuleiros de pontes suspensas sujeitas a esforços aeroelásticos e aerodinâmicos. Esse sistema computacional formado por um conjunto de subsistemas, é elaborado para a análise aeroelástica de pontes suspensas sob a ação de vento e permite análises paramétricas extensas dos fenômenos de drapejamento (flutter) e de martelamento (buffeting). A discretização da estrutura é efetuada pelo método dos elementos finitos e a redução dos graus de liberdade é realizada por superposição modal com modos selecionados que melhor descrevem os movimentos do tabuleiro. Utiliza-se modelo matemático reduzido para a análise multimodal no domínio do tempo e da freqüência. A velocidade crítica ou velocidade de drapejamento é determinada por procedimento de autovalores complexos com a obtenção de freqüências e taxas de amortecimentos modais para várias velocidades do vento. Adicionalmente, o fenômeno do drapejamento é estudado por séries temporais de respostas de coordenadas generalizadas e de deslocamentos selecionados e por análise espectral dessas séries temporais, que permitem a verificação das características de vibração do tabuleiro da ponte no domínio da freqüência. O estudo do fenômeno de martelamento considera esforços aeroelásticos determinísticos e esforços aerodinâmicos estocásticos e apresentam-se resultados em espectros de potência de deslocamentos e em desvios padrão de deslocamentos ao longo do tabuleiro. Para validar o sistema ANA-PSp, apresentam-se estudos de caso para a ponte estaiada da Normandia, para a ponte pênsil colapsada de Tacoma Narrows e para a ponte estaiada projetada, mas não executada, sobre o Rio Tietê e localizada na extremidade do complexo viário Jacu-Pêssego.The architectonic characteristics and the structural performance of suspension bridges and cable-stayed bridges have determined their growing use on large span bridges. This growing usage, which has occurred world-wide during the last decades, is now being repeated in Brazil during the last few years. Several such bridges are presently either undergoing construction or being designed. One of the outstanding aspects in the structural analysis of suspension bridges is their behavior under wind action. This paper presents the computer system ANA-PSp, specially developed for studying the movement of suspended bridge decks under aeroelastic and aerodynamic forces. This computer system is formed by a group of subsystems and is created for aeroelastic analysis of suspended bridges under wind action. It allows extended parametric analyses of the flutter and the buffeting phenomena. Structural discretization is done by the finite element method and the reduction of degrees of freedom is obtained by modal superposition of the selected modes which best describe the deck movements. A reduced mathematical model is used for the multimodal analysis in the time and frequency domains. Critical velocity or flutter velocity is determined by a procedure of complex eigenvalues which obtains frequencies and damping ratios for different wind speeds. Additionally, the flutter phenomenon is studied by temporal series of answers to generalized coordinate responses and of selected displacements by spectral analysis of such temporal series, which allow us to verify the characteristics of the vibrations of the bridge deck in the frequency domain. The study of the buffeting phenomenon considers deterministic aeroelastic and stochastic aerodynamic forces. The paper presents results in displacement power spectra and in the standard deviation of displacements along the deck. In order to validate system ANA-PSp, case studies are presented for the cable-stayed Ponte de Normandie in Le Havre (France), for the collapsed suspension bridge on Tacoma Narrows and for the cable-stayed bridge, already designed but not built, on Tietê River, located at one end of the highway complex Jacu-Pêssego (São Paulo, SP, Brazil).
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Koláček, Jan. "Analýza půdorysně zakřivených závěsných a visutých lávek." Doctoral thesis, Vysoké učení technické v Brně. Fakulta stavební, 2013. http://www.nusl.cz/ntk/nusl-392289.
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The aim of the doctoral thesis focuses on the static and dynamic analysis of a plan curved cable stayed and suspension pedestrian bridges suspended on a single-side of their deck. The first part of this thesis deals with an analysis of the equilibrium in the transversal direction of a deck cross section suspended on a single-side. The section and its arrangement should be designed so that the torsion caused by the deck self-weight and dead load would be minimal. This theory was verified on a simple study of a single-sided suspended section with and without prestressing. Second part of the thesis deals with the design of a study of a plan curved cable stayed pedestrian bridge. The study describes in detail a finding of an initial state of the structure and the static and dynamic analysis performed by software ANSYS. The static analysis describes the response of the structure on the most frequent variable loads only, but not design of dimensioning according to the valid codes. The dynamic analysis verifies a predisposition of the structure to the vibrations and others harmful oscillation effects. The next objective of the thesis was to design a study of a plan curved suspension pedestrian bridge suspended on a single-side. A process of an analysis of these structures has not found in any available references. Especially, the finding of an initial state of a suspension cable has not been documented anywhere and by anybody. The study was analyzed with the same geometry as the cable stayed variation in order to compare both structures. The static and dynamic analysis was performed, too. The last part of the thesis describes the verification of structural solution on a fully functional model in a 1:10 scale, proposed process of the initial state finding, response of the structures on the loading and ultimate load test. The important step is the comparison of the results of the completed physical model and the calculation model.
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Misiūnaitė, Ieva. "Plieninių paspyrinių tiltų gniuždomų lenkiamų elementų įtempių deformacijų būsena ir stabilumas." Doctoral thesis, Lithuanian Academic Libraries Network (LABT), 2014. http://vddb.library.lt/obj/LT-eLABa-0001:E.02~2014~D_20140318_133909-34162.
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Disertacijoje nagrinėjama paspyrinių tiltų konstrukcijų plokštuminė elgsena ir stabilumas, taikant inovatyvius analizės metodus. Pagrindinis disertacijos tikslas – atlikti naujos paspyrinės konstrukcijos paiešką ir pasiūlyti skaičiavimo metodiką ir algoritmus naujosios konstrukcijos gniuždomų lenkiamų elementų įtempių ir deformacijų analizei bei stabilumo vertinimui taikant, visuminei analizei keliamus reikalavimus. Disertacijoje taip pat siekiama pateikti metodiką paspyrinių konstrukcijų įrąžų reguliavimui.
Darbe sprendžiamos kelios grupės uždavinių, kurių pirmoji skirta naujos paspyrinės konstrukcijos ir jos elgseną reikiamu tikslumu nusakančio apibendrinto gniuždomo lenkiamo elemento su tarpine paslankia atrama skaičiuojamojo modelio netiesinei elgsenos ir stabilumo analizei. Antroji siejama tu patikslintais skaičiuojamaisiais modeliais ir analizes metodais atsižvelgiant į visuminei analizei keliamus reikalavimus.
Disertaciją sudaro įvadas, 4 skyriai, rezultatų apibendrinimas, naudotos literatūros ir autoriaus publikacijų disertacijos tema sąrašai ir 3 priedai.
Įvadiniame skyriuje aptariama tiriamoji problema, darbo aktualumas, aprašomas tyrimų objektas, formuluojamas darbo tikslas bei uždaviniai, aprašoma tyrimų metodika, darbo mokslinis naujumas, darbo rezultatų praktinė reikšmė, ginamieji teiginiai. Įvado pabaigoje pristatomos disertacijos tema autoriaus paskelbtos publikacijos ir pranešimai konferencijose bei disertacijos struktūra.
Pirmas skyrius skirtas literatūros... [toliau žr. visą tekstą]The dissertation investigates the issues addressed to Under-Deck Cable-Stayed (UDCS) bridge, analyses its in-plain structural behavior and stability verification with an approach of Advanced Analysis. The main objects of research include effective form-finding of steel UDCS bridge, structural behaviour and stability analysis by means of beam-column elements based on the Direct Analysis Method. The study approaches a few main tasks such as a new form of UDCS bridge by accounting for the economical and efficient structural design criteria; dealing with the generalized calculation models of the additionally restrained steel beam-column elements; the development of the computational method for the direct analysis of the steel structures and especially bridges using generalized calculation models and outlining practical guidelines for UDCS bridge design. The dissertation consists of five parts including Introduction, 4 chapters, Conclusions, References and 3 Annexes. The introduction reveals the investigated problem, importance of the thesis and the object of research and describes the purpose and tasks of the study, research methodology, scientific novelty, the practical significance of results examined in the thesis and defended statements. The introduction ends in presenting the author’s publications on the subject of the defended dissertation, offering the material of made presentations in conferences and defining the structure of the dissertation. Chapter 1 revises used... [to full text]
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Volz, Patrick U. "Decentralized control of a cable-stayed beam structure." Thesis, 1995. http://hdl.handle.net/1957/35552.
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Ch��g, Guan B. "Aseismic performance of a cable-stayed structure with decentralized H[infinity] control." Thesis, 1996. http://hdl.handle.net/1957/34632.
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Wang, Bo-Sheng, and 王柏盛. "Section Model Experiments of Cable Stayed Bridges." Thesis, 1997. http://ndltd.ncl.edu.tw/handle/79333810312339736139.
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碩士淡江大學
土木工程學系
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Title of Thesis: Total Page:111 Section Model Experiments of Cable Stayed BridgesName of Institute: Graduate Institute of Civil Engineering Program, Tamkang UniversityGraduate Date: June, 1997 Degree Conferred: MasterName of Student: Bo-Sheng Wang Adviser: Dr. Chii-Ming Cheng 王柏盛 鄭啟明 博士 Dr. Yuh-Yi Lin 林堉溢 博士Abstract: Suspended bridges, especially cable stayed bridges, have been built widely around the world nowadays. Because it is more flexible than other bridges, the dynamic behaviors caused by wind have to be carefully studied. The most significant aerodynamic phenomenon for cable stayed bridges are flutter instability and buffeting effects. Several factors influence these aerodynamic phenomenon. Besides structural features ( mass, stiffness, damping), flutter derivatives and wind force coefficients are the most important ones. In this research project, section model was used to study the effects of bridge deck shape and wind attack angle on the flutter derivatives and wind force coefficients. Three deck geometry: plate section, box section and one similar to Kao-Pin-Hsi bridge, were used while the wind attack angle were varied from -6 to +6 at 2 interval. Experimental results indicate that the plate girder type, which possess asymmetric shape and prone to flow separation, has higher value of force coefficients and most unstable flutter derivatives. On the other hand, the box girder type has a better symmetric shape and fairing to weaken flow separation, therefore, exhibits lower value of force coefficients and more stable flutter derivatives. As for the wind attack angle, negative attack angle tends to cause aerodynamic instability, positive attack angle will stabilize bridge.The flutter derivatives and force coefficients were then applied to estimate flutter velocity and buffeting response of a cable stayed bridge with similar structural characteristics as Kao-Ping-Hsi bridge. Results indicate that considering the mode coupled flutter derivatives will reduce critical velocity and increase bridge dynamic responses. Keywords: suspended bridges, attack angle, flutter derivatives, force coefficient.
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Chan, Canisius W. L. "A decision model for the erection of cable-stayed bridges." Thesis, 2003. http://hdl.handle.net/2429/14037.
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Safety during bridge erection has had little consideration, in comparison with the extensive knowledge base on safety for completed structures. During construction, exposure time to various loads is less, but since the full stiffness and geometry of the bridge has not yet been realized, the structure is especially vulnerable. Decisions made at this time require careful consideration of consequences. This situation is illustrated by a case study of an actual cable-stayed bridge proposed for construction. The erection of the bridge is carried out during a short period compared to the service life of the structure. This difference is a ratio of the order of 1 year to 75 years. It is reasonable to expect that the design wind load during construction can be adjusted to account for the lesser likelihood of exposure to an extreme storm event. It is the intention of the author to recommend a rational method for defining the design wind load, taking into account consequence costs. With the proposed method, it is possible to go one step further and integrate the construction-period wind into project-specific decisions regarding scheduling and sequencing. This rational definition could lead to more cost effective designs in cases where the code-prescribed loads are overly conservative. This could also help to distinguish where the code is unconservative as well. The partially-erected bridge deck is subject to large deflections as well as other aerodynamic effects. Different measures can be taken to provide improved stability against wind loading during erection stages. These include the installation of temporary support devices such as cable bracing systems and tuned mass dampers (TMDs). The selection of temporary supports will have an impact on the overall design of the bridge. Each support option is characterized by a set of benefits and drawbacks. One particular drawback of bracing arrangements is their introduction of ship collision hazard to the erection process. Currently, there is no explicit method to assess the risks and merits of a temporary support system, given the many variables that could possibly have an impact on the decision. In light of this fact, a decision model encapsulating the need to address wind loading and vessel collision concerns is proposed. The decision model permits a rational evaluation of the conceptual erection scheme, where traditional techniques fail to capture the unique nature of bridge erection methods. It also facilitates the work of the decision-maker by organizing the decision variables in a logical order, and allowing a formal framework within which engineering judgement can be effectively utilized. In this example, the decision analysis was able to put forth an erection strategy that accounted for wind and ship collision risks, and their associated costs.
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Huang, Chun-lin, and 黃春霖. "The section model tests and identification of the flutter derivatives applied to cable-stayed bridges." Thesis, 2000. http://ndltd.ncl.edu.tw/handle/65273576305845942727.
Full textBooks on the topic "Bridges, Cable-stayed – Mathematical model"
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Zan, S. J. The effect of mass, wind angle and erection technique on the aeroelastic behaviour of a cable-stayed bridge model. Ottawa: National Aeronautical Establishment, 1987.
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Zan, S. J. The influence of turbulence and deck section geometry on the aeroelastic behaviour of a cable-stayed bridge model. Ottawa: National Aeronautical Establishment, 1986.
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Chńg, Guan B. Aseismic performance of a cable-stayed structure with decentralized H[infinity] control. 1996.
Find full textBook chapters on the topic "Bridges, Cable-stayed – Mathematical model"
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Santos, I. C., J. L. V. Brito, and E. S. Caetano. "Numerical Model Updating of Cable-Stayed Bridge Based on Experimental Data." In Maintenance, Safety, Risk, Management and Life-Cycle Performance of Bridges, 2485–92. CRC Press, 2018. http://dx.doi.org/10.1201/9781315189390-336.
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Ruan, Xin, Junyong Zhou, Xuefei Shi, and Colin C. Caprani. "A site-specific traffic load model for long-span multi-pylon cable-stayed bridges." In Bridge Design, Assessment and Monitoring, 78–88. Routledge, 2018. http://dx.doi.org/10.1201/9781351208796-7.
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Park, Min-Seok, Chan-Hee Park, and Jungwhee Lee. "Development of local live load truck model for long span bridges based on BWIM data of Seohae cable-stayed bridge." In Bridge Maintenance, Safety Management, Health Monitoring and Informatics - IABMAS '08. Taylor & Francis, 2008. http://dx.doi.org/10.1201/9781439828434.ch433.
Full textConference papers on the topic "Bridges, Cable-stayed – Mathematical model"
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Luo, Ningsu, Jose Rodellar, Manuel De la Sen, and Josep Vehi. "Adaptive Decentralized Vibration Control of a Cable-Stayed Bridge in the Presence of Seismic Excitation." In ASME 1999 Design Engineering Technical Conferences. American Society of Mechanical Engineers, 1999. http://dx.doi.org/10.1115/detc99/movic-8440.
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Abstract In this paper, an adaptive decentralized controller is presented to attenuate the transversal vibration of a flexible cable-stayed bridge induced by seismic excitation, in which only local sensor information has been used to generate the control signal that is sent to the actuator. The dynamic behavior of the beam structure is characterized by a nonlinear mathematical model with interconnection terms, which was obtained by using technique of finite element. The controller design is made based on the principle of sliding mode such that a priori knowledge on the exact value of system parameters, structural disturbances and the seismic excitation is not required. In particular, it is assumed that the upper and lower bounds for the seismic excitation are also unknown. The closed-loop robust stability has been achieved through the generation of a sliding motion in the system. Numerical simulation is done to illustrate the effectiveness of the proposed control scheme for a scaled model of the bridge subject to the Taft earthquake.
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Gnanavel, B. K., and N. S. Parthasarathy. "Effect of Interfacial Trellis Contact Forces in a Wire Rope." In ASME 2010 International Mechanical Engineering Congress and Exposition. ASMEDC, 2010. http://dx.doi.org/10.1115/imece2010-39687.
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Tension resisting elements like wire ropes are critical elements in countless engineering applications ranging from material handling, construction site applications, tethers in underwater platforms, apart from stay cables in cable stayed bridges. The main advantage of the wire rope lies in its capacity to support large axial loads with high flexibility in bending and torsional modes. These properties are useful for their own storage, transportation and also in engineering applications where frequent bending is encountered in pulleys/sheaves/drums. The source of such a peculiar mechanical property of the rope can be attributed to the local relative movements between adjacent wires of the rope. A wire rope is a cable assembly consisting of a central core strand surrounded by a number of strands wound helically in a single or multi layers. The wires making up the strand are of helix patterns and when such strand combine to form a rope it takes up invariably another helix pattern, involving many times, a double helix arrangement. Depending on the nature of the contact of the helical wires at their interfaces the rope behaviour can be examined. Point or line contact forces, may arise, resulting in localised stresses. When these strands are assembled to form a wire rope, the complexity of the interfacial contact arrangement generally lead to simplified assumptions for predicting the rope response. An attempt is made in this paper to model a wire rope strand and deduce its equations of equilibrium, considering the interfacial contact forces and studying the associated slip of the wires. A mathematical model is developed to estimate the axial and torsional response of the rope. The effect of the interfacial forces is studied and compared with earlier researchers, where such considerations are not or partially made.
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Cárdenas, Roberto Alvarado, Francisco Javier Carrión Viramontes, Gilberto Herrera Ruiz, and Aurelio Domínguez González. "Cable 3D non-linear model and damping systems on stayed bridges." In The 14th International Symposium on: Smart Structures and Materials & Nondestructive Evaluation and Health Monitoring, edited by Douglas K. Lindner. SPIE, 2007. http://dx.doi.org/10.1117/12.714513.
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Michon, Guilhem, Alain Berlioz, and Claude-Henri Lamarque. "Experimental and Theoretical Investigation on Nonlinear Behavior of Cable-Stayed Bridges." In ASME 2009 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. ASMEDC, 2009. http://dx.doi.org/10.1115/detc2009-87242.
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This paper deals with experimental study and with understanding via a finite number of degrees of freedom model of the vibrations of an inclined cable linked to a continuous beam. This is a simplified version of deck and cable of a bridge. External excitation is exerted on the beam. The cable attached to the end of the beam is submitted to a vertical sinusoidal solicitation due to the response of the finite stiffness beam. The excitation of the cable though it is more complex looks similar to the excitation used in previous works. A guided device located at the end of the beam ensures the excitation with a variation of the horizontal component of the cable tension that introduces a new parametric excitation. Analysis of preliminary experimental results for main and secondary resonances permits us to consider simple modeling with one degree of freedom systems obtained by projection of the continuous three-dimensional model of the cable on adapted Irvine mode. Analytical treatment of these models involving data from the experimental devices shows a correct qualitative agreement between preliminary experiments and theoretical. Continuation technique are used to highlight the influence of physical parameters.
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Wang, Xianzhi, Jianzhong Li, and Wei Guo. "Experimental Studies on Seismic Performance of Rigid-frame Extradosed Cable-stayed Bridges." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.0295.
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<p>With the aim of further understanding the seismic performance of extradosed cable-stayed bridges, this paper presents an experimental investigation of a three-pylon rigid-frame extradosed cable-stayed bridge by conducting 1/20 scaled longitudinal shake tables model tests at the laboratory of Tongji University, Shanghai, China. The design, construction and testing protocol of the test model are firstly introduced. Observation of the seismic damage situation and empirical data on the seismic responses of the test model are then provided. The test results show that: (1) severe seismic damage appeared at the bottom and upper parts of piers and damage at the bottom parts were much heavier; (2) no damage was observed on short pylons; (3) structural stiffness degradation occurred when PGA≥0.4g; (4) the vibration of the short pylon almost has no contribution in the displacement at the pylon top.</p>
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Cho, Soojin, Jerome Peter Lynch, and Chung-Bang Yun. "Development of a Low-Cost Automated Tension Estimation System for Cable-Stayed Bridges." In ASME 2008 Conference on Smart Materials, Adaptive Structures and Intelligent Systems. ASMEDC, 2008. http://dx.doi.org/10.1115/smasis2008-614.
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Cable tension force is one of the most important structural parameters to monitor in cable-stayed bridges. For example, cable tension needs to be monitored during construction and maintenance to ensure the bridge is not overloaded. To economically monitor tension forces, this study proposes the use of an automated wireless tension force estimation system (WFTES) developed solely for cable force estimation. The design of the WFTES system can be divided into two parts: low-cost hardware and automated software. The low-cost hardware consists of an integrated platform containing a wireless sensing unit constructed from commercial off-the-shelf components, a low-cost commercial MEMS accelerometer, and a signal conditioning board for signal amplification and filtering. With respect to the automated software, a vibration-based algorithm using estimated modal parameters and information on the cable sag and bending stiffness is embedded into the wireless sensing unit. Since modal parameters are inputs to the algorithm, additional algorithms are necessary to extract modal features from measured cable accelerations. To validate the proposed WFTES, a scaled-down cable model was constructed in the laboratory using steel rope wire. The wire was exposed to broad-band excitations while the WFTES recorded the cable response and embedded algorithms interrogated the measured acceleration to estimate tension force. The results reveal the embedded algorithms properly identify the lower natural frequencies of the cable and make accurate estimates of cable tension. This paper concludes with a summary of the salient research findings and suggestions for future work.
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Yu, Xiangmin, and Dewei Chen. "Calculation and construction study for the Novel Twin-Deck Cable- Stayed Bridge with shared pylon." In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.0343.
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<p>Twin-deck cable-stayed bridge with shared pylon (TDBSP) is an innovative structural arrangement captured with complex mechanical performance and highly interaction effect between two bridges, as the deck layouts are asymmetrical and two bridges share one merged pylon leg. This paper explores the calculation and construction methods of TDBSP, based on the record-breaking Rod El Farag Axis Bridge. Single-beam model (SBM) and beam-plate model (BPM) are firstly established, and the numerical results are compared with field surveys as validations. Then, the interaction effect of two bridges during construction are studied, and a comparison of synchronous construction method (SCM) and asynchronous construction method (ASCM) are investigated during the construction of TDBSP.</p>
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Biliszczuk, Jan, Paweł Hawryszków, and Marco Teichgraeber. "Monitoring, analysis and durability assessment of a concrete cable-stayed bridge." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.0409.
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<p>Over the last 20 years big bridges in Poland have been built and equipped in Structural Health Monitoring systems (SHM). One of those objects is the Rędziński Bridge in Wrocław. It is a cable-stayed concrete bridge built along the motorway A8 in 2011. Since this time the SHM has been collecting data from 222 installed sensors. The bridge is outstanding because of its unusual structure: two separate concert box girders are suspended to a single pylon. The connection is made of 160 stay cables – so this is also the most sensitive part of the structure.</p><p>The first part of the paper concerns the SHM application. In the next part the measured data form the period 2011-2017 are presented, containing comparisons between forces in cables and temperature changes in the whole structure. The third part will include SHM based calculations and simulations with a complex FEM model, to check the measured data and to estimate future measurements. The last part contains the durability assessment calculation for the cable stays.</p>
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Mazzilli, Carlos E. N., and Franz Rena´n Villarroel Rojas. "Non-Linear Dynamic Analysis of a Cable-Stayed Beam." In ASME 2005 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. ASMEDC, 2005. http://dx.doi.org/10.1115/detc2005-84366.
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The dynamic behaviour of a simple clamped beam suspended at the other end by an inclined cable stay is surveyed in this paper. The sag due to the cable weight, as well as the non-linear coupling between the cable and the beam motions are taken into account. The formulation for in-plane vibration follows closely that of Gattulli et al. [1] and confirms their findings for the overall features of the equations of motion and the system modal properties. A reduced non-linear mathematical model, with two degrees of freedom, is also developed, following again the steps of Gattulli and co-authors [2,3]. Hamilton’s Principle is evoked to allow for the projection of the displacement field of both the beam and the cable onto the space defined by the first two modes, namely a “global” mode (beam and cable) and a “local” mode (cable). The method of multiple scales is then applied to the analysis of the reduced equations of motion, when the system is subjected to the action of a harmonic loading. The steady-state solutions are characterised in the case of internal resonance between the local and the global modes, plus external resonance with respect to either one of the modes considered. A numerical application is presented, for which multiple-scale results are compared with those of numerical integration. A reasonable qualitative and quantitative agreement is seen to happen particularly in the case of external resonance with the higher mode. Discrepancies should obviously be expected due to strong non-linearities present in the reduced equations of motion. That is specially the case for external resonance with the lower mode.
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Orynyak, Igor, Igor Burak, Sergiy Okhrimchuk, Andrii Novikov, and Andrii Pashchenko. "Assessment of Stress-Displacement State of Cable Suspended Pipeline Bridge During Inspection Pig Motion." In 2016 11th International Pipeline Conference. American Society of Mechanical Engineers, 2016. http://dx.doi.org/10.1115/ipc2016-64197.
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Designing and maintenance of pipeline cable bridge with dynamic loads is complex because this problem belongs to the geometrically nonlinear problems. Analysis shown that existing mathematics models of cables have restrictions in use and we can’t use these cable models for dynamic loads calculations of cable-suspended pipeline bridge. Movement, produced by motion of inspection pig inside pipeline is an example of such dynamic loads. During its motion through the pipeline cable bridge the inspection pig induces additional stresses in pipeline due its weight and finite velocity which induces the vibration of the bridge. Its stress state assessment requires a lot of modeling, measuring and calculating actions to be done. First of all the initial static stress state of the cable bridge should be evaluated. It depends on the existing tension forces in the cable elements. They approximately were derived from the optical measurement of their geometrical curvatures with accounting for known weight density of the cables. Then, existing software tool for piping stress calculation “3D Pipe Master”, which operates by 12 degrees of freedom in pipe elements, was modernized to be able to take into account the geometrically nonlinear behavior of 6 d.o.f. cable elements. The equations which relate the elongations and rotations of cable elements with tension forces in cables are written in the form convenient for application of the transfer matrix method in the linearized iteration procedure which adjusts the measured displacements of the elements of the bridge with calculated one. In this way the initial tension forces in cables, in particular, and the bridge state, in general were determined. The dynamic part of the problem is solved by expansion in terms of natural frequencies eigenfunctions. Given inspection pig velocity calculation allows to determine the time dependence of generalized loads for each of natural vibration mode as product of the pig weight multiplied by mode shape displacement in point of pig position at the given time moment. Eventually the technique of Duhamel integral is used to calculate the dynamic behavior of the bridge for each natural mode of vibration. Two examples of dynamic stress calculation are considered. First is primitive one and relate to calculation joint interaction pipeline and cable system at dynamic loading. The second example concerns dynamic calculation pipeline cable bridge through the river Svicha during movement inspection pig. This bridge consists of two support, two parallel pipelines (1220×15) with bends and cable system. Analysis shown possibility uses “3D Pipe Master” software for the solving problems of durability pipeline cable bridge any complexity in the conditions of static and dynamic loading.