Journal articles on the topic 'Suspension cables- Structural elements'
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1
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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Fairclough, Helen E., Matthew Gilbert, Aleksey V. Pichugin, Andy Tyas, and Ian Firth. "Theoretically optimal forms for very long-span bridges under gravity loading." Proceedings of the Royal Society A: Mathematical, Physical and Engineering Sciences 474, no. 2217 (September 2018): 20170726. http://dx.doi.org/10.1098/rspa.2017.0726.
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Long-span bridges have traditionally employed suspension or cable-stayed forms, comprising vertical pylons and networks of cables supporting a bridge deck. However, the optimality of such forms over very long spans appears never to have been rigorously assessed, and the theoretically optimal form for a given span carrying gravity loading has remained unknown. To address this we here describe a new numerical layout optimization procedure capable of intrinsically modelling the self-weight of the constituent structural elements, and use this to identify the form requiring the minimum volume of material for a given span. The bridge forms identified are complex and differ markedly to traditional suspension and cable-stayed bridge forms. Simplified variants incorporating split pylons are also presented. Although these would still be challenging to construct in practice, a benefit is that they are capable of spanning much greater distances for a given volume of material than traditional suspension and cable-stayed forms employing vertical pylons, particularly when very long spans (e.g. over 2 km) are involved.
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Pańtak, Marek, and Bogusław Jarek. "Parametric Analyses of Dynamic Characteristic of the Cable-Stayed Pedestrian Bridge." Civil and Environmental Engineering Reports 27, no. 4 (December 20, 2017): 77–90. http://dx.doi.org/10.1515/ceer-2017-0052.
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Abstract The paper presents characteristics of the structural system and results of dynamic field tests and numerical parametric analyses of three-span, two-pylon, cable-stayed pedestrian bridge with steel-concrete composite deck and spans of 25.5 + 60.0 + 25.5 m. The footbridge is characterized by increased dynamic susceptibility of the elements of the suspension system observed during the everyday operation of the structure. The analyses have shown that the high amplitude vibrations of the pylon back-stay cables change the parameters of the structural system and consequently change the value of the natural vibration frequencies of the structure. In the paper, the selection methodology of parameters of the computational model which allows to correctly determine the natural vibration frequencies of the footbridge has been presented.
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Spoth, Thomas, Dyab Khazem, and Gregory I. Orsolini. "New Carquinez Bridge, Northeast of San Francisco, California: Technological Design Advancements." Transportation Research Record: Journal of the Transportation Research Board 1740, no. 1 (January 2000): 40–48. http://dx.doi.org/10.3141/1740-06.
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The new Carquinez Strait Bridge, northeast of San Francisco, California, will be the first major suspension bridge to be constructed in the United States since the second Chesapeake Bay Bridge in Maryland in 1973. It will replace an existing steel cantilever truss bridge, built in 1927, that was found to be seismically inadequate. The new bridge consists of an orthotropic closed steel box girder superstructure, two main cables 512 mm (20 1/8 in.) in diameter, reinforced concrete towers, and gravity anchorages. The design has set a new standard in modern suspension bridge design in the United States, particularly with respect to seismic safety. Some of the key elements of the design that are discussed are the global design loading criteria for long-span suspension bridges, the design of allowable stresses in main cable wire, the state-of-the-art design detailing of critical welded connections, the finite-element analysis approach for the box girder to determine the actual plate stresses and stress concentrations, and the design of the reinforced concrete tower leg sections for enhanced ductile seismic performance.
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Shimanovsky, Oleksandr. "Modelling of elastic-plastic behavior of cables." MATEC Web of Conferences 174 (2018): 03001. http://dx.doi.org/10.1051/matecconf/201817403001.
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The paper describes general calculation theory and elasticplastic behavior of cables - bearing elements of suspension structural systems. It is mentioned that this theory is based almost on the same assumptions as the theory of cable calculation at behavior of material in elastic range, excluding additional supposition in the part of idealization of real dependence between stresses and deformations on account of difficulties with using the latter in actual structures design. For that reason, this dependence is replaced with a model in the form of analytic curve or, as it is accepted to say in this case, a diagram, which is built according to some simple mathematic rule, reflecting element behavior conditions and characteristics of its material. It is stated that four main models of material behavior are used in practice: elastic-plastic, elastic-plastic with linear hardening, rigid-plastic and rigid-plastic with linear hardening. Conditions of occurrence of plastic deformations in all behavior stages of cable cross section are determined. Interrelations for geometrically and physically nonlinear task of the cable at active loading are provided. Methods are given and limit values of loads acting on the cable are determined. Equations defining parameters of cable deflected mode in all deformation phases and conditions of changing phases of cable behavior are given.
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YANG, Y. B., and JIUNN-YIN TSAY. "GEOMETRIC NONLINEAR ANALYSIS OF CABLE STRUCTURES WITH A TWO-NODE CABLE ELEMENT BY GENERALIZED DISPLACEMENT CONTROL METHOD." International Journal of Structural Stability and Dynamics 07, no. 04 (December 2007): 571–88. http://dx.doi.org/10.1142/s0219455407002435.
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This paper presents a two-node catenary cable element for the analysis of three-dimensional cable-supported structures. The stiffness matrix of the catenary cable element was derived as the inverse of the flexibility matrix, with allowances for selfweight and pretension effects. The element was then included, along with the beam and truss elements, in a geometric nonlinear analysis program, for which the procedure for computing the stiffness matrix and for performing iterations was clearly outlined. With the present element, each cable with no internal joints can be modeled by a single element, even for cables with large sags, as encountered in cable nets, suspension bridges and long-span cable-stayed bridges. The solutions obtained for all the examples are in good agreement with the existing ones, which indicates the accuracy and applicability of the element presented.
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Juozapaitis, Algirdas, and Arnoldas Norkus. "SHAPE DETERMINING OF A LOADED CABLE VIA TOTAL DISPLACEMENTS." Technological and Economic Development of Economy 11, no. 4 (December 31, 2005): 283–91. http://dx.doi.org/10.3846/13928619.2005.9637709.
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Cable structures are very efficient (in economic aspect) when applied to cover large spans. The cable structure consists of a single cable or a network of cables. The cable attractive feature is the highest ratio of strength to weight amongst other carrying structural elements, usually applied in engineering practice. But a cable is a specific structural element able to response only one type of deforming ‐ tension (flexural rigidity actually vanishes). Therefore, when loaded a cable shapes the form to resist tension only. This adaptation is followed by large nonlinear displacements. Thus, the nature of geometrical nonlinear cable behavior is quitie a different from that of rigid structural elements. Both elements response via small deformations when loaded, but large displacements of a cable are conditioned by its adaptation to loading, and those of rigid structural elements ‐ by actual deformations. One can also note that deformations of a cable are significantly less than those of rigid structural elements, but at the same time actual cable displacements are significantly larger. Thus, the main disadvantage of a cable structure is its response to loading by large displacements caused by asymmetric loading component (usually met in engineering practice, e.g. the design of suspension bridges, coverings of stadium, etc). Therefore stiffness conditions predominate in the actual codified cable design. Having identified governing factors conditioning displacement magnitudes one can introduce the constructional means/solutions assigned to reduce them if required. Therefore the evaluation of cable displacements by a reliable and sufficiently exact method compatible with the calculation of actual engineering structures is under current necessity. When analyzing total displacements the principle of superposition is employed in a special sequence. Total displacement is split into two components: kinematic and elastic. The first component represents cable form shaping the loading, the second one is conditioned by elastic deformations. Any point displacement of an asymmetrically loaded cable can be expressed via its middle span. The developed analytical expressions to evaluate middle span displacements are presented. They enable to identify maximal displacements and their locations. The developed analytical method for total displacements evaluation is tested numerically. The comparative analysis in respect of the influence of various parameters conditioning displacement magnitudes is performed. The displacement evaluation errors, their causality conditioned by the application of approximate‐ widely applied engineering methods, are discussed.
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Pezda, J. "Heat Treatment of a Casting Element of a Through Clamp to Suspension of Electric Cables on Line Post Insulators." Archives of Foundry Engineering 16, no. 3 (September 1, 2016): 89–94. http://dx.doi.org/10.1515/afe-2016-0056.
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Abstract Heat treatment of a casting elements poured from silumins belongs to technological processes aimed mainly at change of their mechanical properties in solid state, inducing predetermined structural changes, which are based on precipitation processes (structural strengthening of the material), being a derivative of temperature and duration of solutioning and ageing operations. The subject-matter of this paper is the issue concerning implementation of a heat treatment process, basing on selection of dispersion hardening parameters to assure improvement of technological quality in terms of mechanical properties of a clamping element of energy network suspension, poured from hypoeutectic silumin of the LM25 brand; performed on the basis of experimental research program with use of the ATD method, serving to determination of temperature range of solutioning and ageing treatments. The heat treatment performed in laboratory conditions on a component of energy network suspension has enabled increase of the tensile strength Rm and the hardness HB with about 60-70% comparing to the casting without the heat treatment, when the casting was solutioned at temperature 520 °C for 1 hour and aged at temperature 165 °C during 3 hours.
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Domaneschi, Marco, Luca Martinelli, and Chun Xia Shi. "Aeolic and Seismic Structural Vibrations Mitigation on Long-Span Cable-Supported Bridges." Advanced Materials Research 690-693 (May 2013): 1168–71. http://dx.doi.org/10.4028/www.scientific.net/amr.690-693.1168.
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Herein, two models of long-span bridges, namely a suspension and a cable-stayed one, are developed at the numerical level in a commercial finite elements code, starting from original data, and they are used to simulate the structural response under wind excitation and seismic excitation. The main goal of this study consists in the evaluation of a control strategy, designed and proven effective for the wind action, considering the suspension bridge, or for the seismic action, for the cable-stayed one, when the bridge structure is subjected to the seismic and the wind action respectively.
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Wang, Bing Jian, Jian Yong Song, and Jian Ming Lu. "Study on Construction Process of Suspension Bridge Based on a Co-Rotational Framework." Applied Mechanics and Materials 238 (November 2012): 709–13. http://dx.doi.org/10.4028/www.scientific.net/amm.238.709.
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Based on a co-rational (CR) framework, a 2-noded element formulation of 3D truss was presented, which was used for accurately modeling of suspension bridges with large displacements and rotations. The CR framework could consider the out-plane stiffness by the geometric stiffness, which was applicable to the analysis of 3D cable bridges. Using the co-rational truss united with the energy convergence criteria and the Newton with Line Search Algorithm, the nonlinear behavior of 3D cable structural system was simulated conveniently and accurately. Therefore, the traditional truss elements based on elastic modulus modified method and complex catenary elements were avoided. In order to simulate the hanging of girder and the structural system changing during the construction, the elements’ killing and activating methods were realized by the modulus modified methods.
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Grigorjeva, T., A. Juozapaitis, Z. Kamaitis, and A. Paeglitis. "Finite element modelling for static behaviour analysis of suspension bridges with varying rigidity of main cables." Baltic Journal of Road and Bridge Engineering 3, no. 3 (September 16, 2008): 121–28. http://dx.doi.org/10.3846/1822-427x.2008.3.121-128.
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Mezzi, Marco, Gianluca Nestovito, Paolo Petrella, and Vincenzo Cefaliello. "Innovative Suspended Superstructure for the Retrofitting of a Steel Truss Railway Bridge." Key Engineering Materials 763 (February 2018): 1121–28. http://dx.doi.org/10.4028/www.scientific.net/kem.763.1121.
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The bridge in Poggio Renatico crossing the Reno river on the railway line between Bologna and Ferrara, consists of steel decks supported by masonry abutments and piers, while foundations and pier caps are made of reinforced concrete. After the 2012 Emilia Earthquake and accounting for the fluvial erosion below the piers foundations, a structural assessment of the bridge was carried out in accordance with to the current Italian rules. Although a sufficient structure capacity against the actual transit loads resulted, the bridge showed some inadequacies with respect to the load models provided by both the national standard for constructions and the guidelines of the Italian railway network company. The retrofitting project consists of an improvement of the structural capacity of all the elements: girders, piers and abutments. An innovative retrofitting solution provides for the strengthening of the existing decks through a suspension system of cables anchored to steel towers standing on both abutments and piers and creating a kind of suspended bridge. The retrofitting is compatible with the normal scheduled interruptions of the rail traffic thereby reducing the maintenance costs of the railway system. The structural solution represents a model easily replicable to solve analogous situations along the railway network.
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Jung, Myung-Rag, Dong-Ju Min, and Moon-Young Kim. "Simplified Analytical Method for Optimized Initial Shape Analysis of Self-Anchored Suspension Bridges and Its Verification." Mathematical Problems in Engineering 2015 (2015): 1–14. http://dx.doi.org/10.1155/2015/923508.
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A simplified analytical method providing accurate unstrained lengths of all structural elements is proposed to find the optimized initial state of self-anchored suspension bridges under dead loads. For this, equilibrium equations of the main girder and the main cable system are derived and solved by evaluating the self-weights of cable members using unstrained cable lengths and iteratively updating both the horizontal tension component and the vertical profile of the main cable. Furthermore, to demonstrate the validity of the simplified analytical method, the unstrained element length method (ULM) is applied to suspension bridge models based on the unstressed lengths of both cable and frame members calculated from the analytical method. Through numerical examples, it is demonstrated that the proposed analytical method can indeed provide an optimized initial solution by showing that both the simplified method and the nonlinear FE procedure lead to practically identical initial configurations with only localized small bending moment distributions.
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FEI, QING GUO, YOU LIN XU, CHI LUN NG, K. Y. WONG, W. Y. CHAN, and K. L. MAN. "STRUCTURAL HEALTH MONITORING ORIENTED FINITE ELEMENT MODEL OF TSING MA BRIDGE TOWER." International Journal of Structural Stability and Dynamics 07, no. 04 (December 2007): 647–68. http://dx.doi.org/10.1142/s0219455407002502.
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The modeling, updating and validation of a structural health monitoring oriented finite element model (FEM) of the Tsing Ma suspension bridge towers are presented in this paper. The portal-type bridge tower is composed of two hollow reinforced concrete legs and four deep pre-stressed cross-beams with a steel truss cast in the concrete of each cross-beam to form a narrow corridor for access between two legs. Except that steel trusses are modeled by beam elements, all structural components are modeled by solid elements to facilitate local damage detection, in particular at member joints. The established tower model is then updated using sensitivity-based model updating method taking the natural frequencies identified from field measurement data as reference. Furthermore, a two-level validation criterion is proposed and implemented to examine the replication performance of the updated finite element model of the bridge tower in terms of (1) natural frequencies in higher modes of vibration and (2) dynamic characteristics of the tower-cable system. The validation results show that a good replication of dynamic characteristics is achieved by the updated tower model when compared to the field measurement results. Finally, stress distribution and concentration of the bridge tower are investigated through nonlinear static analysis of the tower-cable system.
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Gameliak, Igor, Sergii Kriuchatov, and Yevhen Oksen. "DETERMINATION OF TENSIONS OF SUSPENDED ROPES OF THE BRIDGE BY FREQUENCY OF NATURAL OSCILLATIONS." AUTOMOBILE ROADS AND ROAD CONSTRUCTION, no. 111 (June 30, 2022): 22–30. http://dx.doi.org/10.33744/0365-8171-2022-111-022-030.
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The article deals with the issues of development and use of equipment for digital measurements of rope tension based on the frequency of free transverse oscillations. accurate measurement of rope tension is of practical importance. The relevance of this task for the national economy of Ukraine lies in the need to develop a simple and reliable method and equipment for quick and convenient measurement by construction engineers and operating engineers of rope tension in the construction industry. The practical significance of the work lies in the need to timely bring the span structure of the Arch Bridge of the Podilsky bridge crossing over the Dnipro River in Kyiv to the design position after the installation of metal structures with the transfer of the weight of the bridge truss to four main supports and 64 suspension cables with full unloading of four mounting supports for further arrangement of the bridge deck and completion of construction works. The object of the research is the process of measuring the tension of suspension ropes from the own weight of the metal part of the bridge during bringing the truss of the Arch Bridge to the design position of the metal structural elements of the bridge. The subject of the study is the determination of the impact of the combined movement of the upper attachment points (threaded cylindrical couplings) of 64 suspended ropes on the redistribution of the frequencies of natural oscillations and tensions in their contours.
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Ribeiro Cardoso Evangelista, Igor Gabriel, and Maria Cristina Vidigal de Lima. "INSTABILIDADE LATERAL DE VIGAS PRÉ-MOLDADAS DE CONCRETO DURANTE O IÇAMENTO CONSIDERANDO O EFEITO DAS IMPERFEIÇÕES GEOMÉTRICAS E PRESENÇA DE ARMADURAS ATIVAS." REEC - Revista Eletrônica de Engenharia Civil 18, no. 2 (December 27, 2022): 119–35. http://dx.doi.org/10.5216/reec.v18i2.58515.
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RESUMO: O estudo da instabilidade de vigas pré-moldadas de concreto tem merecido maior atenção devido à vasta aplicabilidade em obras de grande porte e aos preocupantes acidentes registrados com a ruptura de vigas durante a montagem. A geometria da viga influencia diretamente no problema de instabilidade, por se tratar de elementos estruturais longos e esbeltos. Neste contexto, este trabalho analisa o comportamento estrutural de vigas durante o içamento por meio de cabos de aço, levando-se em conta a excentricidade lateral inicial e o posicionamento dos cabos de suspensão, considerando o comprimento dos balanços e os desvios de posicionamento das alças na seção transversal. Estes resultados são analisados com modelos teóricos disponíveis na literatura técnica para verificação das condições de segurança e pelo modelo numérico desenvolvido no programa Ansys. As análises abrangem a comparação dos fatores de segurança, bem como a comparação dos ângulos de giro, tensões e efeito da protensão em vigas pré-moldadas durante o içamento. Constata-se que as condições de içamento são mais seguras quando o manuseio é realizado com balanços e com alças posicionadas com desvios no sentido contrário à curvatura, devendo-se tomar maior cautela no caso de vigas protendidas, especialmente com relação às tensões críticas. O efeito da presença de excentricidade lateral mostrou-se tão indesejável quanto os desvios de posicionamento das alças no sentido da curvatura, para os casos analisados. ABSTRACT: The study of the instability of precast concrete beams has deserved more attention due to broad applications in large projects and concerning accidents with beam rupture by lateral instability. The geometry of the beam influences directly in instability problem, due to long and slender structural elements. In this context, this research analyzes the structural behavior of beams during the lifting phase by steel cables, taking into account the initial lateral eccentricity and positioning of the suspension cables, considering the length of the balances and the positioning deviations of the handles in the cross-section. These results are analyzed by theoretical models available in the technical literature to verify the safety conditions and by the numerical model developed in the Ansys program. The analyzes compare safety factor, roll angle, strain and the effect of prestress in precast beams during lifting. The studies shows that lifting conditions are safer when the handling is performed with balances and with handles in the opposite direction to the curvature, but care must be taken in prestressed beams, especially in relation to critical strains. The effect of lateral instability proved to be as undesirable as the positioning deviations of the handles in the direction of curvature, for the cases analysed.
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Miao, Feng, Lei Shi, and Zhe Zhang. "Elastic-Plastic Time History Analysis of Self-Anchored Cable-Stayed Suspension Bridge." Advanced Materials Research 163-167 (December 2010): 4295–300. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.4295.
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Base on the elastic-plastic analytical theory, an elastic-plastic time-history analysis of self-anchored cable-stayed suspension bridge, which engineering background is Dalian Gulf Cross-sea Bridge program, is performed by using general finite element software Midas/Civil. The material nonlinearity of structure is considered with reinforcement concrete fiber model, and distributed hinge type is adopted to simulate for plastic hinge. Compared with the results of an elastic time-history analysis, it is shown that for the structure into the elastic-plastic stage, because of the production of plastic hinge, the input seismic energy is dissipated partially, and the internal forces of structural elements are reduced. The bending moments and axial forces occur mainly in the main tower root. Furthermore, the rotation properties of the plastic hinge causes displacement increasing of certain parts of the structure, which assumes mainly the vertical displacement present on the top of main tower and the main beam. In conclusion, it is proposed that caging devices are set in the design.
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DUAN, Y. F., Y. L. XU, Q. G. FEI, K. Y. WONG, K. W. Y. CHAN, Y. Q. NI, and C. L. NG. "ADVANCED FINITE ELEMENT MODEL OF TSING MA BRIDGE FOR STRUCTURAL HEALTH MONITORING." International Journal of Structural Stability and Dynamics 11, no. 02 (April 2011): 313–44. http://dx.doi.org/10.1142/s0219455411004117.
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The Tsing Ma Bridge is a cable suspension bridge carrying both highway and railway. A bridge health monitoring system called wind and structural health monitoring system (WASHMS) has been installed in the Tsing Ma Bridge and operated since 1997 to monitor the structural performance and its associated loads and environments. However, there exists a possibility that the worst structural conditions may not be directly monitored due to the limited number of sensors and the complexity of structure and loading conditions. Therefore, it is an essential task to establish structural performance relationships between the critical locations/components of the bridge and those instrumented by the WASHMS. Meanwhile, to develop and validate practical and effective structural damage detection techniques and safety evaluation strategies, the conventional modeling for cable-supported bridges by approximating the bridge deck as continuous beams or grids is not applicable for simulation of real damage scenarios. To fulfil these tasks, a detailed full three-dimensional (3D) finite element model of the Tsing Ma Bridge is currently established for direct computation of the stress/strain states for all important bridge components. This paper presents the details of establishing this full 3D finite element model and its calibration. The major structural components are modeled in detail and the connections and boundary conditions are modeled properly, which results in about half million elements for the complete bridge model. The calibration of vibration modes and stresses/strains due to passing trains is carried out, and a good agreement is found between the computed and measured results.
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Данилов, Г. А., Ю. М. Денчик, Е. В. Иванова, Б. В. Палагушкин, М. Н. Романов, В. Г. Сальников, and Е. Н. Солнцева. "Composite materials made narrow base 110 kV overhead suspension tower for the port terminals approach." MORSKIE INTELLEKTUAL`NYE TEHNOLOGII), no. 4(50) (November 21, 2020): 175–79. http://dx.doi.org/10.37220/mit.2020.50.4.024.
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В работе представлена разработка промежуточной опоры для ультракомпактных ВЛ 110 кВ. Технические решения приводятся на примере реконструкции конкретного объекта – ВЛ 110 кВ. Работа выполнена в соответствии с «Техническим заданием на разработку специальных технических условий с использованием провода с защитной изоляцией для воздушных линий электропередачи на напряжение 110 кВ марки СИП-7 с целью уменьшения охранной зоны ВЛ». Выполнен анализ характеристик существующих промежуточных опор типа ПБ 110-4 и промежуточной опоры ВЛ 110 кВ с применением защищённого провода СИП-7. Выбран тип провода для проведения реконструкции линии. Осуществлён расчёт нагрузок на промежуточную опору из композитных материалов типа ПК 110-2 ПЗИ с учётом требований существующей нормативной базы, механический расчёт промежуточной композитной опоры, учитывающий различные климатические воздействия на провода и изоляторы. Предложены конструктивные элементы обеспечения заземления металлических частей опор из композитных материалов и элементы крепления самонесущих изолированных проводов к траверсам композитной опоры. This paper presents the development of suspension tower for ultra-compact 110 kV overhead lines. Technical solutions performed are based on example of reconstruction of 110 kV overhead line. The research aimed to reduce the security zone of overhead lines by using СИП-7 insulation type cable. The analysis of the characteristics of the existing suspension towers of the ПБ 110-4 type and 110 kV overhead line tower with the use of protected wire SIP-7 is carried out. Authors made the calculation of the loads on the suspension tower made of composite materials of the ПК 110-2 ПЗИ type, taking into account the requirements of the existing regulatory framework, they also carried out the mechanical calculation of the tower, considering various climatic effects on the wires and insulators. Structural elements of providing grounding of metal parts of tower made of composite materials and fastening elements of self-supporting insulated wires to the cross-arms of a tower are proposed.
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Yang, M.-G., Z.-Q. Chen, and X.-G. Hua. "A new two-node catenary cable element for the geometrically non-linear analysis of cable-supported structures." Proceedings of the Institution of Mechanical Engineers, Part C: Journal of Mechanical Engineering Science 224, no. 6 (June 1, 2010): 1173–83. http://dx.doi.org/10.1243/09544062jmes1816.
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This article presents a geometrically non-linear finite-element method for an accurate and efficient analysis of spatial cable structures. A two-node catenary cable element is formulated accurately considering the effect of self-weight of cable element. The tangent stiffness matrix of the cable element is derived as an accurate explicit expression of structural parameters and the nodal forces of the cable element are then also analytically calculated. Pre-stress in the cable element may be considered in the formulation. Three classical numerical examples are first provided to show the accuracy and efficiency of this method and the developed method is then applied to construction stage simulation in order to determine the erection parameters of a suspension bridge through progressive non-linear analysis. The cable element proposed can be conveniently used for the geometric non-linear analysis of flexible structures such as long-span suspension bridges, cable-stayed bridges, and tension structures.
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Grigorjeva, Tatjana, and Ainars Paeglitis. "THE SIMPLIFIED ANALYSIS OF THE ASYMMETRIC SINGLE-PYLON SUSPENSION BRIDGE WITH RIGID CABLES." Engineering Structures and Technologies 12, no. 2 (June 15, 2021): 61–66. http://dx.doi.org/10.3846/est.2020.13737.
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Suspension bridges are characterized by exceptional architectural expressions and excellent technical and economic properties. However, despite all advantages, suspension bridges have a few negative features. Suspension bridges with flexible cables share excessive deformation caused by the displacement of kinematic origin. In order to increase the stiffness of suspension bridges, an innovative structural solution refers to rigid cables used instead of the flexible ones. The paper describes a methodology for calculating an asymmetric single-pylon suspension bridge with rigid cables considering installation features. Also, the article presents the numerical simulation of the bridge and determines the accuracy of the proposed methodology.
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Qiu, Jing, Rui Li Shen, Huai Guang Li, and Xun Zhang. "Analysis of Structural Parameters of Cable-Stayed Suspension Bridges." Advanced Materials Research 163-167 (December 2010): 2068–76. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.2068.
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The cable-stayed suspension bridge is a novel composite structure with great overall stiffness and the capacity to span a long distance, which has been proposed for the design of some extra long-span bridges. To take further research on mechanical properties and behavior of this type of structure, the proposed preliminary design of a cable-stayed suspension bridge with a main span of 1800m is analyzed. The three-dimensional nonlinear analysis method is used to investigate systematically the influence of various principal structural parameters on the static and dynamic behavior of bridges. These parameters include the rise-span ratio, the suspension-to-span ratio, the constraint condition of the stiffened girder, the number of auxiliary piers at side spans, the layout of suspension cables, and the elastic modulus of suspension cables. Meanwhile, the selection of the rational values of these parameters is discussed.
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Juozapaitis, Algirdas, Tomas Merkevičius, Alfonsas Daniūnas, Romas Kliukas, Giedrė Sandovič, and Ona Lukoševičienė. "Analysis of innovative two-span suspension bridges." Baltic Journal of Road and Bridge Engineering 10, no. 3 (September 28, 2015): 269–75. http://dx.doi.org/10.3846/bjrbe.2015.34.
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Recently, two-span, or the so-called single pylon suspension bridges, due to their constructing structure, have been widely applied. A reduction in deformation seems to be the main problem of the behaviour and design of such bridges. The deformation of suspension bridges is mainly determined by cable kinematic displacements caused by temporary loadings rather than by elastic deformations. Not all known methods for the stabilization of the initial form of suspension bridges are suitable for single pylon bridges. The employment of the so-called rigid cables that increase the general stiffness of the suspension bridge appears to be one of the innovative methods for stabilizing the initial form of single pylon suspension bridges. Rigid cables are designed from standard steel profiles and, compared to the common ones made of spiral and parallel wires, are more resistant to corrosion. Moreover, the construction joints, in terms of fabrication and installation, have a simpler form. However, calculation methods for such single pylon suspension bridges with rigid cables are not sufficiently prepared. Only single publications on the analysis of the behaviour of one or three-span suspension bridges with rigid cables have been available so far. The paper presents analytical expressions to calculate the displacements and internal forces of suspension bridges with rigid cables thus assessing the sequence of cable installation. Also, the paper describes the sequence of iterative calculation.
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Stuklis, Arturs, Dmitrijs Serdjuks, and Vadims Goremikins. "Materials Consumption Decrease for Long-Span Prestressed Cable Roof." Environment. Technology. Resources. Proceedings of the International Scientific and Practical Conference 1 (June 16, 2015): 209. http://dx.doi.org/10.17770/etr2015vol1.231.
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<p class="R-AbstractKeywords"><span lang="EN-US">Limited raw materials and energy resources are actual national economy problems which can be solved by the decrease of weight, increase of span and durability of load bearing structures. The largest structural spans were achieved by application of cable structures. The roofs are one of the most widely used in practice type of cable structures. However, increased deformability and necessity of the special methods of stabilizing are significant cable roofs disadvantages. The prestressing of one or several groups of cables is one of the probable methods for stabilizing of cable roofs. According to the recommendations available in the literature, all cables of the roof must be prestressed by the equal forces. But after applying of design vertical load, values of the forces, acting in the cables of the roof, changes within the wide limits. So, using of structural materials will not be rational in this case, taking into account, that the cables cross-sections are constant because the cables cross-sections were determined basing on the maximum axial force, acting in the all cables.</span></p><p class="R-AbstractKeywords"><span lang="EN-US">Possibility to decrease materials consumption by the changing of prestressing forces for cables of the roof was checked on the example of saddle-shaped cable roof with the rigid support contour and dimensions 60x60 m in the plan. Initial deflections of main suspension and stressing cables of the roof were equal to 7m. Suspension and stressing cables of the net were placed with the step equal to 2.828 m. Steel ropes with modulus of elasticity in 1.5∙105 MPa were considered as a material of suspension and stressing cables of the roof. Suspension and stressing cables were divided into the groups, which are differed by the prestressing forces. Amount of cables groups changes within the limits from 1 to 27. Values of prestressing forces for cables groups change within the limits from 20 to 80% from the cables breaking force. </span></p><p class="R-AbstractKeywords"><span lang="EN-US">The dependences of material consumption and maximum vertical displacements of cable roof on the amount of cables groups and prestressing forces were determined as second power polynomial equations. It was stated, that division of suspension and stressing cables on the 18 groups enables to decrease cables material consumption by 19.2%. Values of prestressing forces for suspension and stressing cables of the roof were equal to 57 and 80 %, from it load-carrying capacity, correspondingly</span><span lang="EN-US">. </span></p>
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Ding, Huaping, Qinghong Shen, and Sidan Du. "Autonomous main-cable vibration monitoring using wireless smart sensors for large-scale three-pylon suspension bridges: A case study." Journal of Low Frequency Noise, Vibration and Active Control 39, no. 3 (December 10, 2018): 604–15. http://dx.doi.org/10.1177/1461348418813760.
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Suspension bridges are supported by main cables that continue beyond the pillars to deck-level supports and must be anchored at each end of the bridge. The dynamic characteristics of the main cables are key indicators used to assess the structural health status of a bridge. In situ real-time health monitoring is an effective way to assess the dynamic characteristics. This paper presents a case study using vibration-based wireless smart sensors deployed on the main cables of a large-scale three-pylon suspension bridge to obtain its dynamic features. The methods of anti-aliasing filtering, statistical analysis and main cable tension force estimation were proposed and embedded into wireless smart sensors to provide autonomous data processing. According to the analysis of the vibration data from the main cables, the results demonstrate that the main cables have been in a stable state over time, and wireless smart sensors are promising for autonomous main-cable monitoring of large-scale three-pylon suspension bridges.
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Grigorjeva, Tatjana, Algirdas Juozapaitis, and Zenonas Kamaitis. "STATIC ANALYSIS AND SIMPLIFIED DESIGN OF SUSPENSION BRIDGES HAVING VARIOUS RIGIDITY OF CABLES." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 16, no. 3 (September 30, 2010): 363–71. http://dx.doi.org/10.3846/jcem.2010.41.
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Increased deformability can be considered as the basic disadvantage of suspension bridges. One of the ways to increase the rigidity of a suspension bridge is to transfer a part of stiffening girder rigidity to a suspension main cable. To give the suspension bridge more stable appearance, the authors propose to use the cables of varying bending stiffness. The main cables can be made of standard section shapes or have a composite section. The object of this work was to study a method for analyzing and determining the internal forces in the main cables and stiffening girder under static loading to provide recommendations for designing suspension bridges with stiffened cables. Simple formulas are presented for determining displacements, internal forces and stresses in the main cable and stiffening girder. Finite element modeling was performed. The final part of the paper discusses design procedures for such suspension systems. An example of a pedestrian suspension bridge is appended. Santrauka Esminis kabamuju tiltu trūkumas ‐ didelis ju deformatyvumas. Deformatyvumui sumažinti autoriai siūlo dali standumo sijos lenkiamojo standžio perduoti kabamajam lynui. Baigtinio lenkiamojo standumo lynai gali būti daromi iš standartiniu valcuotuju profiliuočiu arba sudetinio skerspjūvio. Šio darbo tikslas ‐ pateikti supaprastinta metodika kabamojo tilto standaus lyno ir standumo sijos elgsenos analizei atlikti bei rekomendacijas tokiems statiškai apkrautiems tiltams projektuoti. Pateiktos paprastos formules lyno ir sijos poslinkiams, iražoms ir itempiams apskaičiuoti. Atliktas kabamosios tilto siste‐mos modeliavimas baigtiniais elementais. Aptartos tokiu kabamuju tiltu projektavimo procedūros. Pateiktas pesčiuju via‐duko kabamuju konstrukciju projektavimo pavyzdys.
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Horbatenko, Yuriy, and Roman Semenchuk. "Construction and method of assessment and research of the parameters of a load-lifting winch with a sectional disc drum." Technology audit and production reserves 1, no. 1(69) (February 28, 2023): 13–17. http://dx.doi.org/10.15587/2706-5448.2023.274692.
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The object of the study is a load-lifting winch with a sectional-disc drum for single-row multi-layer laying of flexible elements, cargo cables and power cables, during their winding, electrically protected. The winch is intended for suspension and lifting and lowering of illuminated devices and equipment in closed rooms. In the process of research (constructive development, determination and analysis of parameters), the problem of creating a winch design of the specified type with a qualitatively increased overall level of functionality is solved according to the indicators: 1) electrical insulation, compactness and necessary strength of fastening of flexible elements, lifting cables and power cables on the drum; 2) controllability of the drive: in transitional periods – to ensure smooth acceleration-stopping of the suspension; in the period of constant movement – to ensure a constant speed of the suspension during raising and lowering. Electrical insulation between the power cable, the drum and other parts of the winch is created by using parts (discs) made of synthetic insulating material, for example, fiberglass, in the construction of the drum. Clamping of flexible elements between the disks in specially profiled C-shaped ring grooves, on the ends of the hub, of the disks ensures the necessary strength and compactness of the attachment. The smoothness of starting (stopping) of the drive and the constant speed of the suspension during the period of constant movement are established by adjusting the frequency converter in the drive control system according to the parameters determined by a specially developed methodology. The obtained results, constructive solutions and methods of research (estimation and analysis) of winch parameters can be used in the design of the structure and adjustment of the control system of lifting devices of this type.
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Betti, Raimondo, Matthew Jake Deeble Sloane, Dyab Khazem, and Claudio Gatti. "Monitoring the structural health of main cables of suspension bridges." Journal of Civil Structural Health Monitoring 6, no. 3 (March 28, 2016): 355–63. http://dx.doi.org/10.1007/s13349-016-0165-8.
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Juozapaitis, Algirdas, Siim Idnurm, Gintaris Kaklauskas, Juhan Idnurm, and Viktor Gribniak. "NON-LINEAR ANALYSIS OF SUSPENSION BRIDGES WITH FLEXIBLE AND RIGID CABLES." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 16, no. 1 (March 31, 2010): 149–54. http://dx.doi.org/10.3846/jcem.2010.14.
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One of the main problems related to the design of suspension bridges is stabilisation of their initial form. The tendency of suspension bridges to deform is generally determined by the kinematical displacements of the suspension cable caused by asymmetrical loads rather than by the elastic deformations. There are some suspension bridges when the so‐called rigid (stiff in bending) cables instead of usual flexible cables are suggested for stabilisation of their initial form. The analysis methods of such suspension bridges with rigid cables are underdeveloped. For the analysis of classical suspension bridges analytical models can be applied. However, in case of concentrated forces, the numerical techniques are preferred. The article presents analytical expressions for the calculation of internal forces and displacements of suspension bridges with a rigid cable. The article also discusses the discrete calculation model for classical suspension bridges. Santrauka Viena iš pagrindiniu kabamuju tiltu projektavimo problemu yra pradinus ju formos stabilizavimas. Kabamuju tiltu deformatyvuma lemia iš esmes ne tiek tampriosios deformacijos, kiek asimetriniu apkrovu sukelti kinematiniai kabamojo lyno poslinkiai. Yra žinomi kabamieji tiltai, kuriu pradinei formai stabilizuoti siūloma vietoje iprastiniu lanksčiuju lynu taikyti vadinamuosius standžius lynus. Tokiu kabamuju tiltu su standžiaislynais skaičiavimo metodai nera iki galo parengti. Klasikiniams tiltams su lanksčiu lynu skaičiuoti taikomi daugiausia kontinualūs modeliai, kurie esant tam tikrai tilto sandarai ar veikiant sutelktoms apkrovoms nera pakankamai tikslūs. Straipsnyje pateikiamos analizines išraiškos kabamuju tiltu su standžiu lynu iražoms ir poslinkiams apskaičiuoti, aptariamas diskretusis klasikiniu kabamuju tiltu skaičiavimo modelis.
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Wang, Lu, Ruili Shen, Songhan Zhang, Lunhua Bai, Xiaoxia Zhen, and Ronghui Wang. "Strand element analysis method for interaction between cable and saddle in suspension bridges." Engineering Structures 242 (September 2021): 112283. http://dx.doi.org/10.1016/j.engstruct.2021.112283.
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Sun, Jinghai, Hui Li, and Wenbai Zhu. "Practical Damping Identification of FAST Cable Suspension." Advances in Mechanical Engineering 6 (January 1, 2014): 813752. http://dx.doi.org/10.1155/2014/813752.
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FAST focus cabin is suspended and driven by 6 parallel large span cables. Low stiffness of cables makes the cabin sensitive to disturbance and difficult to control. Structural damping then becomes a key factor that can improve control ability. Therefore, a reasonable damping estimation is important for system design. In this paper, a practical damping identification method is developed based on Ibrahim-time-domain algorithm. The method shows satisfied performance on accuracy and reliability in simulation test and is utilized in vibration experiments to identify damping ratios of both single cable model and FAST 3 m scale cable suspension model. Finally, a preliminary analysis of the damping properties is given out based on the results of identification.
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Ding, Nan Hong, Li Xia Lin, Yong Jiu Qian, and Lei Huang. "Study on Seismic Response Characteristics of Double Cables Suspension Bridge." Applied Mechanics and Materials 105-107 (September 2011): 408–11. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.408.
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Damping in double Cables suspension bridge composed of steel reinforcement beams and reinforced concrete tower is non-classical, which leads to coupled equations of motion in main coordinate system. Based on the complex damping theory, the viscous damping ratio is solved, which can be used to describe energy dissipation characteristics of non-classical damping system approximately. Seismic response of double chains suspension bridge is analyzed through an example of double chains suspension bridge, considering the geometric nonlinearity and non-classical damping. And numerical calculation is presented for seismic response subjected to independent effect or combination effect of three orthogonal components of seismic wave. Single cable suspension bridge can be taken as a special case of double cable suspension bridge, after the main cable shape coefficient is introduced. The dynamic responses of double cable suspension bridge and single cable suspension bridge are compared to reveal the characteristics of Seismic Response of double cable suspension bridge. The study of the dynamic responses characteristics of double cable suspension bridge has a positive significance on structural form selection of such type bridge during designing, dynamic performance evaluation and reinforcement design has positive significance.
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Young, J. S., and M. J. Lynch. "Inspection and maintenance of Severn Bridge suspension cables." Proceedings of the Institution of Civil Engineers - Bridge Engineering 163, no. 4 (December 2010): 173–80. http://dx.doi.org/10.1680/bren.2010.4.173.
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Jing, Tian Hu, and Qing Ning Li. "Effects Analysis of Bending Stiffness of Cables on Stress Distribution and Curve Shape in Super-Long Single Suspension Cable Structures." Advanced Materials Research 163-167 (December 2010): 173–76. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.173.
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The design scheme of a suspension bridge with a super-long-span of 3300 m was taken as an example, and calculating results from 3 mechanics models are compared with each other to study the effects of bending stiffness of cables on stress distribution and curve shape in super-long single suspension cable structures on the basis of the Finite Element Method (FEM) algorithm of ANSYS and the analytical segmental catenary method for cables’ shape-finding. The study shows that the influence of bending stiffness on curve shape-finding of cables is negligible; Although its effects on stress distribution in cross sections of main cables due to dead loads is small, the error of horizontal forces probably results in great one for the calculation of bending moments at the bottom cross-sections of bridge pylons, which needs attention to ensure the structural safety.
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Chen, Chihcheng, Ban-Jwu Shih, and Ching-Jiang Jeng. "CASE STUDY ON PERFORMANCE MONITORING AND STABILITY ANALYSIS OF BAISHIHU SUSPENSION BRIDGE AND SIDE SLOPE." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 28, no. 2 (January 14, 2022): 81–92. http://dx.doi.org/10.3846/jcem.2022.15783.
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The main structure of the Baishihu suspension bridge was connected to the anchor foundations by three main steel cables. The wooden pedestrian deck was fixed to the main steel cables using steel beams and was stabilized by two stabilizing cables. The stabilizing cables and bridge body were joined by 44 steel connecting rods. Therefore, the slope stability at the anchorage foundations of the main steel cables, as well as the performance monitoring and analysis of the main steel cables and stabilizing cables, are critical to the overall performance of the suspension bridge. This paper discusses the performance monitoring and analysis of the steel cable deflection and cable strength for this bridge, as well as the main considerations and results of the stability analysis of the bridge abutments and side slopes of the two banks. Water-level observation wells, inclinometers, and tiltmeters monitoring were used to record reference data for the analysis of the slope stability performance. Additionally, the three-dimensional dynamic analysis program VFIFE was used to analyze the deformation and motion of the bridge. The final steady-state results were used to compare the static design value and monitoring data. The dynamic response before the final steady state was also observed.
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Wang, Naige, Guohua Cao, Zhencai Zhu, and Weihong Peng. "Dynamical Analysis and Simulation Validation of Incompletely Restrained Cable-Suspended Swinging System Driven by Two Cables." Shock and Vibration 2016 (2016): 1–11. http://dx.doi.org/10.1155/2016/9295717.
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The flexibility of the suspension multicables and driven length difference between two cables cause the translation and rotation of the platform in the incompletely restrained cable-suspended system driven by two cables (IRCSWs2), which are theoretically investigated in this paper. The suspension cables are spatially discretized using the assumed modes method (AMM) and the equations of motion are derived from Lagrange equations of the first kind. Considering all the geometric matching conditions are approximately linear with external actuator, the differential algebraic equations (DAEs) are transformed to a system of ordinary differential equations (ODEs). Using linear boundary conditions of the suspension cable, the current method can obtain not only the accurate longitudinal displacements of cable and posture of the platform, but also the tension between the platform and cables, and the current method is verified by ADAMS simulation.
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Tian, Hao, Jiji Wang, Sugong Cao, Yuanli Chen, and Luwei Li. "Probabilistic Assessment of the Safety of Main Cables for Long-Span Suspension Bridges considering Corrosion Effects." Advances in Civil Engineering 2021 (March 3, 2021): 1–10. http://dx.doi.org/10.1155/2021/6627762.
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This paper presents a reliability analysis to assess the safety of corroded main cables of a long-span suspension bridge. A multiscale probability model was established for the resistance of the main cables considering the length effect and the Daniels effect. Corrosion effects were considered in the wire scale by relating the test results from accelerated corrosion tests to the corrosion stages and in the cable scale by adopting a corrosion stage distribution of the main cable section in NCHRP Report 534. The load effects of temperature, wind load, and traffic load were obtained by solving a finite element model with inputs from in-service monitoring data. The so-obtained reliability index of the main cables reduces significantly after operation for over 50 years and falls below the design target value due to corrosion effects on the mechanical properties of the steel wire. Multiple measures should be taken to delay the corrosion effects and ensure the safety of the main cables in the design service life.
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Zhou, GW, CZ Qian, and CP Chen. "Study on Finite Element Simulation Method and Broken Sling Effect of Single Side Suspension Bridge with Curved Decks." Journal of Physics: Conference Series 2476, no. 1 (April 1, 2023): 012004. http://dx.doi.org/10.1088/1742-6596/2476/1/012004.
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Abstract As a new type of bridge structure system, the single side suspension bridge with curved decks has the characteristics of typical special-shaped bridge structure, and its forces are relatively complex. The slings are usually fragile components, and the breakage of the slings will affect the safety of the whole bridge structure. Based on a single side curved suspension bridge, the static and dynamic nonlinear models of the bridge were established by using ANSYS general finite element software. Based on the analysis of the parameters, the reasonable values of failure time of sling, the damping ratio of the bridge structure, the effect of the broken sling on the residual internal force, the tensile force of the main cable, the bending moment of the main beam and the vertical displacement are discussed. The results show that the effect of sling breakage increases with the decrease of sling failure time and structural damping ratio, and the effect of sling breakage on the internal force of the main cable is small, but it will cause a rapid increase of the internal force of the adjacent slings on the same side and the main beam.
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Huang, Ming-Hui, David P. Thambiratnam, and Nimal J. Perera. "Vibration characteristics of shallow suspension bridge with pre-tensioned cables." Engineering Structures 27, no. 8 (July 2005): 1220–33. http://dx.doi.org/10.1016/j.engstruct.2005.03.005.
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Dan, Danhui, Xia Liao, and Fei Han. "Research on the Dynamic Characteristics of Cables Considering the Constraints at Both Ends of the Cables." Applied Sciences 12, no. 4 (February 17, 2022): 2100. http://dx.doi.org/10.3390/app12042100.
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Suspension bridges and arch bridges are important structural forms of bridges in which the cables are the main load-bearing members. The study of dynamic characteristics of the cable is of great significance to the design and operation and maintenance of suspension bridges and arch bridges. Firstly, this paper derives the cable frequency equation considering the bending stiffness under arbitrary boundary conditions from the dynamic stiffness method (DSM), and gives the calculation method of cable vibration modal frequency based on the W–W algorithm. Secondly, on this basis, the cable boundary condition coefficients and stiffness ratios are introduced to reflect the constraint strength of the main cable and stiffening beam on the cable, so as to study the influence law of these boundary conditions on the cable modal frequency, and then determine the actual cable boundary conditions of this kind of bridge. Finally, the boundary condition coefficients determined in this paper and the relevant parameters of the cables are inversely used to determine the boundary conditions of the actual bridge cables, and a simple method suitable for determining the boundary conditions of the cables in practical engineering is discussed, i.e., the theoretical basis for determining the boundary conditions of the cables through the relevant parameters of the cables, and the practical discussion of the theory is verified through the actual bridge cables. This study provides a reference for further theoretical analysis of cables, a theoretical basis for calculation of actual bridge cables, boundary conditions for in-depth study of dynamic characteristics of cables, and guides the design, operation, and maintenance of cables.
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Elachachi, S. M., D. Breysse, S. Yotte, and C. Cremona. "A probabilistic multi-scale time dependent model for corroded structural suspension cables." Probabilistic Engineering Mechanics 21, no. 3 (July 2006): 235–45. http://dx.doi.org/10.1016/j.probengmech.2005.10.006.
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