Relevant bibliographies by topics / Suspension cables- Structural elements

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Academic literature on the topic 'Suspension cables- Structural elements'

Author: Grafiati
Published: 6 September 2023

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Journal articles on the topic "Suspension cables- Structural elements"

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Grigorjeva, Tatjana. "NUMERICAL ANALYSIS OF THE EFFECTS OF THE BENDING STIFFNESS OF THE CABLE AND THE MASS OF STRUCTURAL MEMBERS ON FREE VIBRATIONS OF SUSPENSION BRIDGES." Journal of Civil Engineering and Management 21, no. 7 (July 10, 2015): 948–57. http://dx.doi.org/10.3846/13923730.2015.1055787.

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The article determines natural frequencies of vibration and the corresponding mode shapes of a suspension bridge with the varying bending stiffness of cables and examines variations that occur in these characteristics with respect to parametric changes in the bridge. A single span suspension steel footbridge with flexible cables has been selected as an initial model used for studying the dynamic characteristics of a suspension system. With the help of the finite elements (FE) method, parameter studies of the bridge model are presented in which vibration characteristics are studied as a function of structural and material parameters such as the flexural stiffness of the cable and the mass density of structural components. It has been generally found that the bending stiffness of the main cable contributes to a considerable effect on natural frequencies for this type of the suspension system. A simplified expression of predicting natural bending frequencies of the suspension bridge taking into account the bending stiffness of the cable has been developed for the application as the first step in the design process.
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Papastergiou, Georgia, and Ioannis Raftoyiannis. "The use of Classical Rolling Pendulum Bearings (CRPB) for vibration control of stay-cables." MATEC Web of Conferences 148 (2018): 02002. http://dx.doi.org/10.1051/matecconf/201814802002.

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Cables are efficient structural elements that are used in cable-stayed bridges, suspension bridges and other cable structures. A significant problem which arose from the praxis is the cables’ rain-wind induced vibrations as these cables are subjected to environmental excitations. Rain-wind induced stay-cable vibrations may occur at different cable eigenfrequencies. Large amplitude Rain-Wind-Induced-Vibrations (RWIV) of stay cables are a challenging problem in the design of cable-stayed bridges. Several methods, including aerodynamic or structural means, have been investigated in order to control the vibrations of bridge’s stay-cables. The present research focuses on the effectiveness of a movable anchorage system with a Classical Rolling Pendulum Bearing (CRPB) device. An analytical model of cable-damper system is developed based on the taut string representation of the cable. The gathered integral-differential equations are solved through the use of the Lagrange transformation. . Finally, a case study with realistic geometrical parameters is also presented to establish the validity of the proposed system.
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Mehrabi, Armin B., and Saman Farhangdoust. "A Laser-Based Noncontact Vibration Technique for Health Monitoring of Structural Cables: Background, Success, and New Developments." Advances in Acoustics and Vibration 2018 (June 13, 2018): 1–13. http://dx.doi.org/10.1155/2018/8640674.

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Structural cables are susceptible to the effects of high stress concentrations, corrosion, and wind-induced and other vibrations. Cables are normally the most critical elements in a cable-supported structure and their well-being is very important in the health of the structure. The laser-based vibration technique discussed in this paper is a means for health monitoring of cables and therefore the entire cable-supported structure. This technique uses a noncontact remote sensing laser vibrometer for collecting cable vibration data from distances of up to several hundreds of feet and determines its dynamic characteristics including vibration frequencies and damping ratios. A formulation specifically developed for structural cables capable of accounting for important cable parameters is then used to calculate the cable force. Estimated forces in the cables are compared to previously measured forces or designer’s prediction to detect patterns associated with damage to the cable itself and/or changes to the structure elsewhere. The estimated damping ratios are also compared against predefined criteria to infer about susceptibility against wind-induced vibrations and other vibrations. The technique provides rapid, effective, and accurate means for health monitoring of cable-supported structures. It determines the locations and elements with potential damage and the need for detailed and hands on inspection. To date, the technique has been used successfully for evaluation of twenty-five major bridges in the US and abroad. Though originally devised for condition assessment of stay cables, it has been developed further to include a variety of systems and conditions among them structural hanger ropes in suspension, truss, and arch supported bridges, ungrouted stay cables, cables with cross-ties, and external posttensioning tendons in segmental bridge construction. It has also found a valuable place in construction-phase activities for verification of forces in tension elements with minimal efforts. Future endeavors for automation and aerial delivery are being considered for this technique.
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YANG, Y. B., and JIUNN-YIN TSAY. "TWO-NODE CATENARY CABLE ELEMENT WITH RIGID-END EFFECT AND CABLE SHAPE ANALYSIS." International Journal of Structural Stability and Dynamics 11, no. 03 (June 2011): 563–80. http://dx.doi.org/10.1142/s021945541100421x.

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The effect of rigid ends is considered in the formulation of a general two-node cable element for the analysis of cable-supported structures. The stiffness matrix of the catenary cable element was derived as the inverse of the flexibility matrix, with allowances for self-weight and pretension effects. In modeling the cables of suspension bridge, distinction is made between single cables (e.g., stay cables and hangers) and multi segment cables (e.g., main cables). The unstressed length of each cable element in terms of the pretension force is determined by a trial-and-error procedure prior to structural analysis. Cable shape analysis was conducted to determine the configuration of main cables for cable-supported bridges under the dead loads. It was demonstrated that the effect of rigid ends cannot be ignored for taut cables, that is, cables with large pretensions. Further, the cable element derived can be reliably used in the analysis of cable-supported bridges, regardless of the sag magnitudes.
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Grigorjeva, Tatjana, and Ainars Paeglitis. "THE APPLICATION OF THE FINITE ELEMENT METHOD FOR STATIC BEHAVIOUR ANALYSIS OF THE ASYMMETRICAL ONE-PYLON SUSPENSION BRIDGE BUILT-IN BENDING CABLES OF DIFFERENT RIGIDITY." Engineering Structures and Technologies 10, no. 2 (November 13, 2018): 78–83. http://dx.doi.org/10.3846/est.2018.6481.

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The article presents the results of the numerical analysis of the asymmetrical one-pylon suspension bridge built-in rigid cables. The models for the suspension bridge with the cables of different rigidity are analyzed by comparing vertical displacements, bending moments and strains in the structural members of the bridge. The numerical analysis was performed by examining the bridge under symmetrical and asymmetrical loading and different erection methods. The stress-strain state of a single asymmetrical pylon with the cables of different rigidity and the rational relationship between cable rigidity and girder stiffness has been established.
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Wahyudi Efendi, Aco. "Structural Design Tuak River Pedestrian Suspension Bridge Anchor Block Type Rigid Symmetric with LISA." Elektriese: Jurnal Sains dan Teknologi Elektro 12, no. 01 (July 6, 2022): 37–48. http://dx.doi.org/10.47709/elektriese.v12i01.1572.

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Anchor blocks are one of the components and elements that are very risky for suspension bridge construction, because almost The ability The Suspension bridge resistance rests on the cables held in place by the anchor block. This anchor block behavior study is to find out the major stress information occurring in the anchor block elements. In this research, the researcher refers to the Circular Letter of Design Criteria for Rigid Symmetrical Pedestrian Suspension Bridge, and conducts structural modeling using the finite element method-LISA program on anchor blocks. Condition of the anchor block after receiving the appropriate tensile force from the round table at a span of 96 meters, the tensile force of the suspension bridge cable is 664.6 kN, resulting in a stress of 6.184 N/mm2 on the concrete surface of the anchor block using the concrete grade is fc 30 MPa, in the suspension cable of the bridge there is a tension of 22.26 N/mm2 at the point of work. The results of the analysis of the anchor block used on the Tuak River Suspension Bridge with a span of 96 m can meet the required criteria, namely the axial load-bearing capacity, which is greater than the maximum axial force that occurs in the Borpile configuration. In the analysis of the finite element method using the LISA FEA device, a significant stress occurs in the anchor block section with the suspension bridge cable as shown in Figure 9, this occurs because of the large tensile force on the suspension bridge cable and the ability of the anchor block to remain in a stable condition is known.
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Wahyudi Efendi, Aco. "Structural Design Tuak River Pedestrian Suspension Bridge Anchor Block Type Rigid Symmetric with LISA." Elektriese: Jurnal Sains dan Teknologi Elektro 12, no. 01 (July 6, 2022): 37–48. http://dx.doi.org/10.47709/elektriese.v12i01.1572.

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Anchor blocks are one of the components and elements that are very risky for suspension bridge construction, because almost The ability The Suspension bridge resistance rests on the cables held in place by the anchor block. This anchor block behavior study is to find out the major stress information occurring in the anchor block elements. In this research, the researcher refers to the Circular Letter of Design Criteria for Rigid Symmetrical Pedestrian Suspension Bridge, and conducts structural modeling using the finite element method-LISA program on anchor blocks. Condition of the anchor block after receiving the appropriate tensile force from the round table at a span of 96 meters, the tensile force of the suspension bridge cable is 664.6 kN, resulting in a stress of 6.184 N/mm2 on the concrete surface of the anchor block using the concrete grade is fc 30 MPa, in the suspension cable of the bridge there is a tension of 22.26 N/mm2 at the point of work. The results of the analysis of the anchor block used on the Tuak River Suspension Bridge with a span of 96 m can meet the required criteria, namely the axial load-bearing capacity, which is greater than the maximum axial force that occurs in the Borpile configuration. In the analysis of the finite element method using the LISA FEA device, a significant stress occurs in the anchor block section with the suspension bridge cable as shown in Figure 9, this occurs because of the large tensile force on the suspension bridge cable and the ability of the anchor block to remain in a stable condition is known.
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Zhong, Jintu, Quansheng Yan, Liu Mei, Xijun Ye, and Jie Wu. "Cable Interlayer Slip Damage Identification Based on the Derivatives of Eigenparameters." Sensors 18, no. 12 (December 16, 2018): 4456. http://dx.doi.org/10.3390/s18124456.

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Cables are the main load-bearing structural components of long-span bridges, such as suspension bridges and cable-stayed bridges. When relative slip occurs among the wires in a cable, the local bending stiffness of the cable will significantly decrease, and the cable enters a local interlayer slip damage state. The decrease in the local bending stiffness caused by the local interlayer slip damage to the cable is symmetric or approximately symmetric for multiple elements at both the fixed end and the external load position. An eigenpair sensitivity identification method is introduced in this study to identify the interlayer slip damage to the cable. First, an eigenparameter sensitivity calculation formula is deduced. Second, the cable is discretized as a mass-spring-damping structural system considering stiffness and damping, and the magnitude of the cable interlayer slip damage is simulated based on the degree of stiffness reduction. The Tikhonov regularization method is introduced to solve the damage identification equation of the inverse problem, and artificial white noise is introduced to evaluate the robustness of the method to noise. Numerical examples of stayed cables are investigated to illustrate the efficiency and accuracy of the method proposed in this study.
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Jukowski, Michał, Ewa Błazik-Borowa, Jarosław Bęc, and Janusz Bohatkiewicz. "Dynamic structural parameters verification on the example of theoretical analysis and in situ tests of suspension footbridge." MATEC Web of Conferences 262 (2019): 10007. http://dx.doi.org/10.1051/matecconf/201926210007.

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The 21st century is a period of rapid development of computer technology, which allowed designers to create complex, three-dimensional models of engineering structures. Thanks to these solutions, it is possible to perform complex analyses, for example modal or dynamic ones of cable-stayed or suspension structures. For such objects, verification of the correct work of structural elements takes place in the field of non-linear analysis. The presented paper is an example of a comparative analysis concerning modal and static analysis - Natural Frequency with Nonlinear Material Models and Static Stress with Nonlinear Material Models, carried out in the Autodesk Simulation Multiphysics program with dynamic in situ tests of a suspension footbridge. The main purpose of the research was to evaluate the value of pre-tension forces in the cables of the load-bearing structure.
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Zhang, Wen-ming, Tao Li, Lu-yao Shi, Zhao Liu, and Kai-rui Qian. "An iterative calculation method for hanger tensions and the cable shape of a suspension bridge based on the catenary theory and finite element method." Advances in Structural Engineering 22, no. 7 (December 25, 2018): 1566–78. http://dx.doi.org/10.1177/1369433218820243.

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Construction of suspension bridges and their structural analysis are challenged by the presence of elements (chains or main cables) capable of large deflections leading to a geometric nonlinearity. For an accurate prediction of the main cable geometry of a suspension bridge, an innovative iterative method is proposed in this article. In the iteration process, hanger tensions and the cable shape are, in turns, used as inputs. The cable shape is analytically predicted with an account of the pylon saddle arc effect, while finite element method is employed to calculate hanger tensions with an account of the combined effects of the cable-hanger-stiffening girder. The cable static equilibrium state is expressed by three coupled nonlinear governing equations, which are solved by their transformation into a form corresponding to the unconstrained optimization problem. The numerical test results for the hanger tensions in an existing suspension bridge were obtained by the proposed iterative method and two conventional ones, namely, the weight distribution and continuous multiple-rigid-support beam methods. The latter two reference methods produced the respective deviations of 10% and 5% for the side hangers, respectively, which resulted in significant errors in the elevations of the suspension points. To obtain more accurate hanger tensile forces, especially for the side hangers, as well as the cable shape, the iterative method proposed in this article is recommended.
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Dissertations / Theses on the topic "Suspension cables- Structural elements"

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Niroula, Kushal. "Acoustic Monitoring of the Main Suspension Cables of the Anthony Wayne Bridge." University of Toledo / OhioLINK, 2014. http://rave.ohiolink.edu/etdc/view?acc_num=toledo1399636404.

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Fuganti, Paloma Toledo. "Análise dinâmica de uma ponte com protensão no extradorso." Universidade Tecnológica Federal do Paraná, 2012. http://repositorio.utfpr.edu.br/jspui/handle/1/499.

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A busca por estruturas mais esbeltas, economicamente viáveis e esteticamente atraentes impulsionou a evolução e inovação no ramo de pontes. A protensão, tanto interna quanto externa, tem sido usada em larga escala e devido à sua eficiência, diversas técnicas foram desenvolvidas e utilizadas, como os estais. A ponte extradorso é uma estrutura que mantém características das pontes de viga reta construídas por balanços sucessivos, assim como de pontes estaiadas. A ponte com protensão no extradorso é uma estrutura recente e inovadora, que ainda é pouco utilizada no Brasil. O conceito desenvolvido em 1988 foi construído pela primeira vez em 1994 no Japão. Por serem estruturas com extensos vãos e que podem sofrer vibração excessiva, quando submetidas a carregamentos dinâmicos de grande intensidade, como os carregamentos móveis, é importante analisar o comportamento destas. A dinâmica das estruturas engloba a determinação das frequências naturais e dos modos de vibração naturais da estrutura, assim como os possíveis deslocamentos, esforços internos, velocidade e acelerações. Os modelos computacionais, usando o princípio do método dos elementos finitos, quando devidamente utilizados, podem representar valores muito próximos à realidade da estrutura em serviço. Este trabalho tem a intenção de analisar o comportamento dinâmico da ponte situada na TO-010, entre Miracema e Lajeado, inaugurada em 2011, quando submetida a diferentes carregamentos móveis e com diferentes velocidades, comparando-os com a análise estática.
Searching for more slender structures, economically viable and aesthetically appealing drove and innovation in the bridges. Prestressing, both internal and external, has been used on a large scale due to its efficiency; several techniques have been developed and used, as the stays. The extradosed bridge is a structure that retains characteristics of straight girder bridges built by successive balances, as well as cable-stayed bridge. Prestressing extradosed is an innovative new structure, which is not widely used in Brazil. The concept developed in 1988 was first constructed in 1994 in Japan. Because they are structures with long spans and can suffer excessive vibration when subjected to dynamic loading of high intensity such as live loads, it is important to analyze their behavior. The dynamic of structures includes determining the frequency and mode of natural vibration of the structure, as well as the possible displacements and internal forces. Computer models, using the principle of the finite element method, when properly calibrated, can represent values close to the reality of the structure in service. This paper intends to analyze the dynamic behavior of the bridge located in the TO-010, between Miracema and Lajeado, inaugurated in 2011, when subjected to different moving load, and moving at different speed, comparing them with the static analysis.
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Book chapters on the topic "Suspension cables- Structural elements"

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Podder, Debabrata, and Santanu Chatterjee. "Cables, Arches, and Suspension Bridges." In Introduction to Structural Analysis, 217–42. Boca Raton: CRC Press, 2021. http://dx.doi.org/10.1201/9781003081227-14.

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"Structural Analysis of Bridges." In Bridges’ Dynamics, edited by George T. Michaltsos and Ioannis G. Raftoyiannis, 136–94. BENTHAM SCIENCE PUBLISHERS, 2012. http://dx.doi.org/10.2174/978160805220211201010136.

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This chapter deals with the bridge as structural element. Single span bridges, two-span and three-span bridges, arched bridges, cable-stayed and suspension bridges are analyzed in detail regarding their bending and torsional vibration. The most important relations for studying single cable vibration, harp and fan type cable systems with dense or not arrangement of cables as well as the curved in plane bridges are presented. The determination of modal shapes for some characteristic cases of bridges is also given in detail.
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Hovhanessian, Gilles, and Eric Laurent. "Instrumentation and monitoring of critical structural elements unique to suspension bridges." In Advances in Cable-Supported Bridges, 111–19. CRC Press, 2017. http://dx.doi.org/10.1201/9781315106618-8.

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HARRISON, H. B. "ANALYSIS OF SUSPENSION CABLES." In Structural Analysis and Design, 135–43. Elsevier, 1990. http://dx.doi.org/10.1016/b978-0-08-037520-5.50020-2.

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HARRISON, H. B. "DESIGN OF SUSPENSION CABLES." In Structural Analysis and Design, 145–53. Elsevier, 1990. http://dx.doi.org/10.1016/b978-0-08-037520-5.50021-4.

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"ANALYSIS OF SUSPENSION CABLES." In Structural Analysis and Design, 633–54. Elsevier, 1990. http://dx.doi.org/10.1016/b978-0-08-037520-5.50041-x.

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"DESIGN OF SUSPENSION CABLES." In Structural Analysis and Design, 655–84. Elsevier, 1990. http://dx.doi.org/10.1016/b978-0-08-037520-5.50042-1.

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Trovão do Rosário, Pedro. "SUSPENSION OF EXERCISE OF RIGHTS IN TIMES OF CRISIS OF CONSTITUTIONAL VALUES." In Critical Dialogues: Human Rights, Democracy and Pandemic Perspectives, 70–83. Grupo de Pesquisa Cultura, Direito e Sociedade - GPCDES, 2021. http://dx.doi.org/10.55658/gpcds978-65-00-40218-6.chapter4.

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Portugal is, with the 1976 Constitution of the Portuguese Republic, a State of Democratic Law. It has been materially and formally since then, in a process that has undergone seven constitutional revisions, which despite having altered the list of sovereign organs2 and having suppressed some references of a more ideological political content3, respected the essential and structural elements of the Fundamental Law of 1976, with the gradual deepening of rights, freedoms and guarantees.
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Conference papers on the topic "Suspension cables- Structural elements"

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Timerman, Rafael, and Francisco Prieto Aguilera. "São Vicente Suspension Bridge Rehabilitation and Cable Substituion." In IABSE Symposium, Guimarães 2019: Towards a Resilient Built Environment Risk and Asset Management. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/guimaraes.2019.1458.

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<p>The São Vicente Suspension Bridge was built in 1914 as part of the plan for the sanitation of the São Vicente city. The bridge is listed by Brazilian historical heritage since 1982. In 2012, the conditions of the main structural elements were critical and needed recovery or substitution. The structural design considered the complete recovery of the steel main deck connected by rivets, the calculation of the new suspension system that would replace the existing one using temporary cables, towers and anchorage blocks. The bridge was reopened to the public in October of 2015.</p>
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Mountjoy, Andrew, Robert Percy, Isaac Farreras Alcover, Adrien Boyez, Jean-Bernard Datry, Tancrède de Folleville, Etienne Combescure, and Aymeric Perret du Cray. "Data-driven operation and maintenance of the Normandy and Tancarville long-span bridges." In IABSE Symposium, Istanbul 2023: Long Span Bridges. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2023. http://dx.doi.org/10.2749/istanbul.2023.0727.

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<p>With main spans of 608m and 856m respectively, Pont de Tancarville and Pont de Normandie are the longest suspension and cable-stayed bridges in France. Both bridges are managed by CCI Seine Estuaire, with a concession granted until 2031. Pont de Tancarville was opened to traffic in 1959 at which time it was the longest suspended bridge in Europe. The composite deck comprises a Robinson slab with stiffening truss girders. The main suspension cables and hangers were replaced in 1999 after the failure of 1 out of 120 strands was discovered. Pont de Normandie was built in the late 1990s, to enhance the connection between the Le Havre, the second largest French harbour, and the western coastal area. Opened in 1995, it was once the world longest cable stayed bridge and drove a technological leap in bridge construction.</p><p>COWI and Setec tpi are currently assisting CCI with investigative and diagnostic activities on the two bridges, focusing on suspension systems, articulation, and the concrete structures. This work makes use of extensive, but targeted, structural health monitoring combined with an understanding of the structural systems to investigate the performance of key structural elements. The present paper describes the main activities being undertaken to enable CCI to plan corrective and preventive measures to extend the design lives of the structures and to ensure a safe passage for the users of both bridges.</p>
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Melén, J. Fredrik. "Optimal Maintenance of Suspension Bridge Cable Systems." In IABSE Conference, Copenhagen 2018: Engineering the Past, to Meet the Needs of the Future. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2018. http://dx.doi.org/10.2749/copenhagen.2018.227.

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Suspension bridges are iconic, large, complex and unique structures with great public value. The main cables on suspension bridges are difficult to inspect and maintain and are virtually irreplaceable, although this has been done in two cases at extreme cost. Maintaining the main cables in an optimal manner is therefore of utmost importance. When developing an optimal maintenance strategy for the main cables, other related elements should be considered and included in the strategy, hence the entire cable system is the topic for this paper. Maintenance of the cable system is relatively expensive, but the costs can be minimized if an optimal maintenance strategy is developed and followed. The main goal of the maintenance strategy is to keep the bridge open at full traffic capacity at all times with the proper safety level and to do so at the lowest cost possible.
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Proverbio, Marco, Assad Jamal, and Jens B. Marcussen. "Conceptual Design of Long-Span Suspension Bridges: Tower Structural Forms." In IABSE Congress, Nanjing 2022: Bridges and Structures: Connection, Integration and Harmonisation. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/nanjing.2022.0190.

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<p>Towers are highly visible and characteristic structural components in long-span bridges. Although several tower arrangements have been proposed for medium-span cable-supported bridges, few solutions have been feasible and optimal for long-span suspension bridges. The most widely adopted form is the H-frame, where vertical (or slightly inclined) legs are connected by one or more cross beams. Another solution is the A-frame in which two inclined legs, not necessarily connected by intermediate cross beams, merge at the tower top. On a few occasions single-shaft towers, often used in cable-stayed bridges, have also been used in suspension bridges. This paper compares alternative tower forms for long-span suspension bridges, based on COWI experience in recent bridge design projects. Different arrangements are investigated, with the objective of improving structural efficiency and reducing material quantities. Finally, constructability aspects and the interaction between the towers and other bridge elements are discussed.</p>
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Boteanu, Valentin-Dan, Jesper Warschow Sørensen, Jeffrey Park, Simon Rem Bjærre, and Henrik Polk. "The 1915 Çanakkale Bridge: Designing a twin-box girder suitable for a world record span." In IABSE Symposium, Istanbul 2023: Long Span Bridges. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2023. http://dx.doi.org/10.2749/istanbul.2023.0069.

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<p>Optimization is the key to the success of any long span suspension bridge. Since the deadload covers up to 80% of the utilisation of the expensive main cables, keeping the weight of the girder down is essential. For the 1915 Canakkale bridge the twin-box girder design was introduced to ensure suflicient aerodynamic performance, but with a natural quantity penalty. Using extensive FEmodelling on critical and pervasive structural elements, while pushing the limits of the codes, the goal of achieving suflicient structural capacity with lowest possible quantities was achieved. The Vierendeel effect has global influence on the deformations of the deck and therefore the connection between the transverse cross girders and the deck had high focus in the design. The fatigue performance of the girder for both traflic and wind also posed a challenge and here the use of an integrated shell model in the global analysis model was used to ensure that all boundary effects and load behaviours were correctly considered. Another important consideration was the local effects from hanger rupture on the design of the supporting structure not leading to excessive use of thick plates and high strength steel.</p>
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Kaasa, Lars Halvor, Richard Hornby, and Ketil Aas-Jakobsen. "Independent Design Verification of 1915 Çanakkale Bridge:Global Analyses of Construction Stages." In IABSE Symposium, Istanbul 2023: Long Span Bridges. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2023. http://dx.doi.org/10.2749/istanbul.2023.0237.

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<p>The 1915 Çanakkale Bridge stretches the boundaries of what has previously been achieved for suspension bridges. To ensure a safe, reliable and fast-track construction, detailed global analyses of tower, cable and deck construction were performed by the Independent Design Verifier (IDV). Modelling and simulation of all construction stages, including a detailed model of the catwalk, is a far more complex and complicated task than analysing the completed bridge. The completed bridge analysis model was extended by adding thousands of elements representing cranes, temporary cross beams, bents, pullback cables, catwalk, temporary deck joints, and temporary hangers, among others. To effectively handle the large number of element activations and deactivations and adjustments of hangers and joints throughout the construction process, the analysis setup was automated by extensive use of TCL and Python programming. At the end, a total of 183 construction stages were defined, which were analysed in two batches. The first 31 stages were simulating the tower erection, while the following 152 stages started by catwalk rope installation and ended by applying long-term settlements.</p><p>In addition to provide a comprehensive verification of the construction engineering and identifying possible issues at an early stage, the IDV was also able to provide the contractor enhanced understanding of the bridge behaviour during construction. The value of independent analysis contributed significantly to the structural safety and risk reduction for the construction activities.</p>
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Barni, Niccolò, Ole Andre Øiseth, and Claudio Mannini. "Nonlinear buffeting response of long suspension bridges considering parametric excitation due to large-scale turbulence." In IABSE Symposium, Istanbul 2023: Long Span Bridges. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2023. http://dx.doi.org/10.2749/istanbul.2023.0351.

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<p>The accurate modelling of self-excited forces for long-span suspension bridges is known to be very important for both the assessment of the flutter stability and the calculation of the buffeting response to turbulent wind. It has also been proved that self-excited forces often parametrically depend on variations of the angle of attack, which can easily be induced by large-scale turbulence. A nonlinear buffeting model is outlined here to explore this issue, emphasising the influence of nonlinear turbulence effects on the stresses in the main structural elements and not only on displacements and accelerations of the bridge deck. The proposed approach is based on the 2D Rational Function Approximation model for self-excited forces, recently developed and experimentally validated by the authors. Despite the complexity of the problem, this model only slightly changes the dynamic equations based on the linearised theory, making it friendly to be implemented. The Hardanger Bridge, in Norway, is chosen as a case study, as its aerodynamic derivatives strongly depend on the angle of attack. The contribution of the wind load to the internal forces in the main cables and in the hangers is found to be only marginal. In contrast, the stresses induced in the deck girder are large, and the results for high wind speed emphasise the strong impact on the torsional moment of the modulation of the self-excited forces due to the spatio-temporal fluctuation of the angle of attack produced by low-frequency turbulence.</p>
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Mo, Gaute, Mario Rando, Kathleen Overton, Fernando Ibáñez Climent, and Altea Cámara Aguilera. "Boomerang and Jungle Bridges: Connecting City and Forest." In Footbridge 2022 (Madrid): Creating Experience. Madrid, Spain: Asociación Española de Ingeniería Estructural, 2021. http://dx.doi.org/10.24904/footbridge2022.185.

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<p>The Boomerang and Jungle pedestrian bridges form part of a new pedestrian and cycle path, passing from the centre of Oslo through an urban forest and over the Outer Ring Road. The main goal for the design team was to integrate the bridges’ architecture within the natural environment and to cause the minimum impact during the construction period. The 85m long Boomerang bridge, named after its shape in plan, crosses the ring road with a 22.5m span, whose traffic was maintained throughout the construction period. In total the bridge comprises of four spans, with a continuous steel box girder of asymmetric cross-section. The bridge and the railings are fabricated from Cor-ten weathering steel to avoid the need for painting and to minimise future maintenance. The Jungle Pedestrian bridge is a simple suspension bridge spanning 36m over a small river. The main structural elements are parabolic, locked coil cables, four at deck level and two at handrail level. The deck is formed from slip-resistant perforated steel panels, supported off a transversely stiff steel framing system. The design intent was to maximize the use of prefabricated lightweight elements to facilitate the bridge erection and minimize the impact on the natural environment. Due to the lightness of the bridge a detailed analysis of the accelerations due to pedestrian-induced vibrations was performed to assess the comfort level for bridge users. The project won in 2017 the Norwegian Steel Construction Award and was nominated for World Architecture News’ Best Bridge Award 2017.</p>
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Khan, Mohiuddin A. "Factors Affecting Structural Behavior of Suspension Cables Nets." In Structures Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40753(171)78.

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Stráský, Jiří, Pavel Sliwka, Pavel Kaláb, and Lenka Zapletalova. "New Suspension Footbridges." In Footbridge 2022 (Madrid): Creating Experience. Madrid, Spain: Asociación Española de Ingeniería Estructural, 2021. http://dx.doi.org/10.24904/footbridge2022.237.

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<p>Three suspension pedestrian and cyclist bridges built in Sweden and in the Czech Republic are described in terms of their architectural and structural solution, static and dynamic behaviour, and technology of their construction. The bridges with span length up to 179 m have slender decks which are fix connected with suspension cables. The dynamic analysis proved that all structures are comfortable to users and they have a sufficient aerodynamic stability. The footbridges are structurally efficient, they are light and transparent, correspond to the scale of the landscape and the structural members have human dimensions.</p>
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Reports on the topic "Suspension cables- Structural elements"

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DYNAMIC ANALYSIS OF LONG-SPAN TRANSMISSION TOWERLINE SYSTEM UNDER DOWNBURST. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.068.

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The extreme wind loads have caused enormous structural failures around the world, especially in high-rise flexible steel structures such as transmission towers. However, most of the design criteria discussed in the code are for extended pressure system (EPS). Due to the action of downburst, the structure may be damaged by the failure of local members, which may further lead to the collapse of transmission tower. In this paper, a long-span transmission tower-line system project with a span of 2500m and a main tower height of 272m is taken as the research object. The focus is on the dynamic response of suspension tower under the action of downburst. First, the simulation process of downburst wind field and the calculation criteria of wind load are introduced. Second, the whole tower-line system is simulated with refined finite element model, which includes two suspension towers, four anchor towers and other elements. The wind-induced vibration response of the structure is calculated by numerical simulation. Finally, the possible failure modes and bearing characteristics of the tower line system under downburst are obtained, which provides reference for engineering design.
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