Relevant bibliographies by topics / Cable structures

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
  6. Reports

Academic literature on the topic 'Cable structures'

Author: Grafiati
Published: 4 June 2021
Last updated: 3 March 2023

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Journal articles on the topic "Cable structures"

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SHU, GANPING, SIU LAI CHAN, and ZHITAO LÜ. "SECOND-ORDER ANALYSIS AND DESIGN OF CABLES AND CABLE-FRAMES." International Journal of Structural Stability and Dynamics 05, no. 04 (December 2005): 521–37. http://dx.doi.org/10.1142/s0219455405001696.

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Cable structures are lightweighted, simple to fabricate and reusable. They provide effective solutions for large-span structures. Analysis of cables is complex because of their highly geometrically nonlinear behavior. Based on the Lagrangian formulation and a fourth-order polynomial displacement function, the tangent stiffness matrix for a five-node curved cable element is derived and statically condensed to a simple form readily for incorporation into a frame analysis computer program. The program uses the pointwise–equilibrium–polynomial (PEP) element with initial imperfection and the "Nonlinear Integrated Design and Analysis (NIDA)" method for design and nonlinear analysis of cabled structures. Numerical examples demonstrate the robustness and practicality of the proposed method.
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Qin, Jie, Zhu Ju, Feng Liu, and Qiang Zhang. "Cable Force Identification for Pre-Stressed Steel Structures Based on a Multi-Frequency Fitting Method." Buildings 12, no. 10 (October 14, 2022): 1689. http://dx.doi.org/10.3390/buildings12101689.

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As cables are the most critical components of pre-stressed steel structures, accurate identification of the cable force is necessary. This paper established a vibration equation of a multi-brace strut cable, which ignores the influence of sagging and changes in the cable force during the vibration. The form of cable vibration was also developed based on the vibration theory of cables. The analytical solutions of cable vibration equations under different boundary conditions were derived by studying the vibration models of single-span cables. The cable vibration under arbitrary boundary conditions was discussed. Additionally, based on the multi-span cable element vibration theory, the theoretical model of multi-span cable vibration and a cable force calculation method were proposed. A realization principle and an algorithm of the multi-frequency fitting method were proposed to calculate and identify the cable force. Further, the accuracy of the cable force calculated by the proposed method was verified based on a multi-span cable model test and two practical project experiments. The results show that the cable force was calculated with a relative error of 8%. Finally, a cable safety monitoring system was developed and established.
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Qiu, Minghong, Houjun Kang, Tieding Guo, and Haiping Zhu. "In-Plane Elastic Buckling Behavior of Circular Tied Cable-Arches." International Journal of Structural Stability and Dynamics 17, no. 08 (October 2017): 1750088. http://dx.doi.org/10.1142/s0219455417500882.

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Cable-arch structures, having features of the flexibility of cable and rigidity of arch, have often been used in structural and bridge engineering. It is important to fully understand the behavior of such a structure under various conditions. For this purpose, in this paper, linear and nonlinear elastic buckling analysis of four cable-arch related structures, including tied cable-arch structure, pure arch, tied arch and cable-arch, were conducted using the finite element methods under different boundary and load conditions with the stability of these structures compared. Furthermore, the parametric analysis was carried out to investigate the influence of numbers and inclined angles of hangers and cables, materials of cables and stiffness of tie beam on the buckling behavior of tied cable-arch. The results indicate that the stability of pure arch and tied arch can be enhanced by anchoring cables on the arch rib due to the increase in stiffness. Moreover, the weaker the stiffness of an arch, the greater the cable’s contribution to structural stiffness. The stability of a tied cable-arch is quite sensitive to the inclined angle of hangers and cables, the number and materials of cables, and tie bar, but not to the fracture of two hangers. The study gives us a complete understanding of the elastic buckling behavior of circular tied cable-arch structures.
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Agócs, Zoltán, and Ján Brodniansky. "Cable structures." Journal of Constructional Steel Research 46, no. 1-3 (April 1998): 488. http://dx.doi.org/10.1016/s0143-974x(98)00041-8.

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Yu, Xiaoming, Yinghua Yang, Yanxia Ji, and Lin Li. "Experimental Study on Static Performance of Deployable Bridge Based on Cable-Strengthened Scissor Structures." Advances in Civil Engineering 2021 (November 17, 2021): 1–11. http://dx.doi.org/10.1155/2021/4373486.

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The deployable bridge based on scissor structures is one of the effective methods to quickly restore traffic after natural and man-made disasters. Scissor structures have the advantages of high storage rate, lightweight, and convenient storage and transportation. However, when scissor structures are used as load-bearing structures, their stiffness and bearing capacity are low. In this study, a three-dimensional deployable bridge based on the cable-strengthened scissor structures was proposed. In addition to rapid expansion, steel cables were used to strengthen scissor structures to improve the stiffness and bearing capacity. Besides, the static loading comparative tests on cable-strengthened scissor structures and traditional scissor structures (cable-free scissor structures) were performed. The results show that the stiffness of the cable-free scissor structure is small, the bending moment of members is large, and the stress distribution is uneven. The stiffness of cable-strengthened scissor structure is significantly improved; the bending moment of members is significantly reduced; and the stress distribution in the member section is more uniform. It is proved that cables can be used to improve the stiffness and load-bearing capacity of scissor structures without affecting the deployability.
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Кужахметова, Эльвира, and El'vira Kuzhahmetova. "METHODS OF CALCULATING CABLES AND CABLE STRUCTURES." Bulletin of Belgorod State Technological University named after. V. G. Shukhov 4, no. 2 (March 29, 2019): 39–48. http://dx.doi.org/10.12737/article_5c73fc07ba7858.43737360.

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Jalali, Mohammad Hadi, and Geoff Rideout. "Analytical and experimental investigation of cable–beam system dynamics." Journal of Vibration and Control 25, no. 19-20 (August 2019): 2678–91. http://dx.doi.org/10.1177/1077546319867171.

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Interactions between cables and structures affect the design and nondestructive testing of electricity transmission lines, guyed towers, and bridges. An analytical model for an electricity pole beam–cable system is presented, which can be extended to other applications. A cantilever beam is connected to two stranded cables. The cables are modeled as tensioned Euler–Bernoulli beams, considering the sag due to self-weight. The pole is also modeled as a cantilever Euler–Bernoulli beam and the equations of motion are derived using Hamilton’s principle. The model was validated with a reduced-scale system in the laboratory and a setup was designed to accurately measure the bending stiffness of the stranded cable under tension. It is concluded that the bending stiffness and sag of the cable have a significant effect on the dynamics of beam–cable structures. By adding the cable to the pole structure, some hybrid modes emerge in the eigenvalue solution of the system. Modes with antisymmetric cable motion are sag-independent and the modes with symmetric cable motion are dependent on the cable sag. The effect of sag on the natural frequencies is more significant when the bending stiffness of the cables is higher.
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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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Hu, Zongyu, Jun Wang, Jida Zhao, and Yiyi Chen. "Experimental study on wheel-spoke crossed cable structures." Advances in Structural Engineering 21, no. 15 (May 19, 2018): 2340–55. http://dx.doi.org/10.1177/1369433218773456.

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Wheel-spoke crossed cable structure is a new type of cable-strut structure. In this article, the tension forming and static performance of wheel-spoke crossed cable structure are experimentally investigated by testing four scale models under full-span and half-span downward uniform load, and the effect of structural parameters including variable prestress level, height difference between inner ring and outer ring, and layer height of inner ring is studied by finite element method as well. The test results indicate that radial cables tensioning scheme is effective for wheel-spoke crossed cable structure to reach initial prestress state, and wheel-spoke crossed cable structure possesses excellent load-carrying capacity and structural stiffness since internal forces and vertical displacements of models vary almost linearly under such load cases. Moreover, the static test results are in good agreement with the finite element analysis results, confirming that the model design, measurement methods, and loading schemes are reasonable. Therefore, the results of this study can provide valuable reference for the design and application of wheel-spoke crossed cable structure.
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Belmas, Ivan, Olena Bilous, Ganna Tantsura, and Angelina Shvachka. "The dependence of the internal electrical resistance of the cable rubber rope on the presence of a cable rupture." Mechanics and Advanced Technologies 6, no. 1 (May 31, 2022): 31–40. http://dx.doi.org/10.20535/2521-1943.2022.6.1.250801.

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Problems. The introduction of steel reinforced concrete coatings of structures, in our opinion, is preceded by the development of methods for monitoring the state of cable-stayed ropes - creating safe conditions for long-term operation of structures. The aim of the study. Analytical determination of the dependence of the internal electrical resistance of a cable-stayed rubber cable rope on the presence of a cable rupture. Methods of implementation. To control all cables, the system must provide alternate monitoring of the electrical resistances of the circuits formed by the cables, compare them with reference values, and issue a signal regarding the condition of the rope. It should be designed on the basis of the following data: the type and design of the cable-stayed rope, its length, the number and layout of the cables in the rope, the ability to access one or both of its ends, the electrical properties of the cables and rubber, the resistance values ​​of the cables for all schemes of their determination. Research results. Requirements for the automatic control system of the cable-stayed rubber cord rope. The regularity of the dependence of the electrical resistance of the cable-stayed rope on the burst of an arbitrary cable. Possibility of automatic control of the state of the rubber-cable cable-stayed rope. Conclusions. The results obtained can be considered quite reliable, since the equations obtained on the basis of the fundamental provisions of electrical engineering are obtained analytically in a closed form. Experimental studies have established that the internal electrical resistance of the rope cables depends on its properties and the presence or absence of damage to the cables. The rope includes a number of cables. Any cable can be damaged.
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Dissertations / Theses on the topic "Cable structures"

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Spak, Kaitlin. "Modeling Cable Harness Effects on Space Structures." Diss., Virginia Tech, 2014. http://hdl.handle.net/10919/49302.

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Due to the high mass ratio of cables on lightweight spacecraft, the dynamic response of cabled structures must be understood and modeled for accurate spacecraft control. Models of cable behavior are reviewed and categorized into three major classes consisting of thin rod models, semi-continuous models, and beam models. A shear beam model can predict natural frequencies, frequency response, and mode shapes for a cable if effective homogenous cable parameters are used as inputs. Thus, a method for determining these parameters from straightforward cable measurements is developed. Upper and lower bounds for cable properties of area, density, bending stiffness, shear rigidity, and attachment stiffness are calculated and shown to be effective in cable models for natural frequency prediction. Although the cables investigated are spaceflight cables, the method can be applied to any stranded cable for which the constituent material properties can be determined. One aspect unique to spaceflight cables is the bakeout requirement, a heat and vacuum treatment required for flight hardware. The effect of bakeout on spaceflight cable dynamic response was investigated by experimentally identifying natural frequencies and damping values of spaceflight cables before and after the bakeout process. After bakeout, spaceflight cables showed reduced natural frequencies and increased damping, so a bakeout correction factor is recommended for bending stiffness calculations. The cable model is developed using the distributed transfer function method (DTFM) by adding shear, tension, and damping terms to existing Euler-Bernoulli models. The cable model is then extended to model a cabled structure. Both the cable and cabled beam models include attachment points that can incorporate linear and rotational stiffness and damping. Cable damping mechanisms are explored and time hysteretic damping predicts amplitude response for more cable modes than viscous or structural damping. The DTFM models are combined with the determined cable parameters and damping expressions to yield frequency ranges that agree with experimental data. The developed cabled beam model matches experimental data more closely than the currently used distributed mass model. This work extends the understanding of cable dynamics and presents methods and models to aid in the analysis of stranded cables and cabled structures.
Ph. D.
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Santoso, Katherina 1980. "Wide-span cable structures." Thesis, Massachusetts Institute of Technology, 2004. http://hdl.handle.net/1721.1/29417.

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Thesis (M. Eng.)--Massachusetts Institute of Technology, Dept. of Civil and Environmental Engineering, 2004.
Includes bibliographical references (leaves 69-70).
In recent years, the application of cable structures in buildings has gained huge popularities. Although cable technology has been established since the 1950s, there is suddenly a surge in the number of its building application starting in the late 90s. This phenomenon is attributed to the recent advances in computational form finding, analysis and construction simulation, which make the design and construction of cable structures simpler and more economical. Although cable structures have been employed for different building applications, this thesis will concentrate only on the use of cable structures in wide span system. Five cable systems: simply suspended cables, pretensioned cable beams, pretensioned cable nets, tensioned straight cable nets and tensegric shells are studied for their mechanical properties and suitability for wide span uses. A case study is presented at the end of each system's description to illustrate its possible application. The paper will then conclude with a presentation of a general design methodology of a cable structure.
by Katherina Santoso.
M.Eng.
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Perreault, Simon. "Cable-driven pantographs." Doctoral thesis, Université Laval, 2017. http://hdl.handle.net/20.500.11794/28152.

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Cette thèse propose une nouvelle famille de pantographes, les pantographes à transmission par câbles (PTC). Les PTC sont définis comme des mécanismes permettant la reproduction, selon un facteur d’échelle préétabli, de mouvements imposés à l’effecteur maître vers l’effecteur esclave en se servant de câbles comme moyen de transmission des forces. Ils peuvent être aussi présentés comme étant la communion entre les pantographes conventionnels, mécanismes constitués de membrures rigides, et les mécanismes parallèles entraînés par câbles (MPEC). L’objectif de cette thèse étant la conception de PTC combinant fiabilité d’utilisation, sécurité et faible coût de fabrication, nous avons choisi de développer des outils permettant la conception de PTC purement mécaniques, c’est-à-dire qu’aucune composante électrique n’est nécessaire afin de transmettre les efforts entre les parties maître et esclave. Plusieurs applications peuvent être d’ailleurs envisagées pour ce type de mécanismes, soient, par exemple, la télémanipulation d’objets à l’intérieur d’environnements sensibles aux perturbations électromagnétiques causées par l’activation de moteurs électriques ou tout simplement lorsque l’accès à des sources d’énergie électrique est limité. L’utilisation exclusive de câbles entre les deux parties du pantographe apporte plusieurs avantages, mais aussi quelques inconvénients qui leurs sont inhérents. Le principal désavantage des PTC est sans contredit l’unilatéralité de la transmission des forces dans les mécanismes à entraînement par câbles. Ce dernier impose une disposition réfléchie des câbles, c’est-à-dire que ceux-ci doivent supporter l’effecteur selon toutes les directions, et un niveau minimum de tension afin de conserver la géométrie du système. En général, pour les MPEC, les moteurs électriques doivent fournir un couple et une puissance constants afin de maintenir cette tension. Nous proposons donc, dans cette thèse, l’utilisation de ressorts dans l’objectif de produire cette tension sans actionneur, laissant ainsi à l’utilisateur l’application de toute charge additionnelle (par exemple, pour vaincre la friction, l’inertie ou des forces extérieures appliquées à l’effecteur). Ce concept est validé par la conception mécanique du premier prototype de PTC plan à deux degrés de liberté (DDL) et entraîné par trois câbles. Dans le but de restreindre au minimum la dépense énergétique de l’utilisateur, nous suggérons ensuite la conception et l’utilisation de ressorts non-linéaires. Une méthodologie est ainsi développée afin de déterminer le comportement idéal de ces ressorts pour à la fois maintenir les câbles en tension et approximer l’équilibrage statique du mécanisme sur son espace de travail. Ces ressorts non-linéaires sont en fait constitués de mécanismes à quatre barres et de ressorts à couples constants. À titre d’exemple, cette technique est appliquée à la conception mécanique d’une nouvelle version du PTC plan à deux DDL et entraîné par trois câbles. Lors de la conception de tout PTC (et particulièrement pour les PTC comportant un espace de travail tridimensionnel), un second inconvénient doit être pris en compte. Ce sont les interférences mécaniques entre les différents câbles reliant un même effecteur à sa base correspondante (autant pour l’effecteur maître que l’effecteur esclave) lors de déplacements en translation, en rotation ou combinés. Par conséquent, nous proposons dans cette thèse une méthode permettant de déterminer de manière géométrique les régions d’interférences entre une paire de câbles et aussi entre un câble et une arête de l’effecteur à l’intérieur de l’espace de travail du PTC pour une orientation constante de ce dernier. Il est entre autres démontré que, pour une orientation constante de l’effecteur, ces zones d’interférences sont définies par des segments de plans et de lignes à l’intérieur de l’espace de travail. Cette méthode permet alors de prévoir, de manière exacte et très rapide, les lieux d’interférences pour un PTC donné et elle fournit un puissant outil lors de l’optimisation géométrique de ce type de systèmes. Cette technique est aussi directement applicable lors de la conception de tout MPEC tridimensionnel. Finalement, afin de déterminer une géométrie adéquate pour une application donnée, la dernière partie de cette thèse se concentre sur la conception d’un algorithme d’optimisation géométrique pour les PTC ou MPEC basé sur trois critères principaux. Le premier critère est la maximisation du volume de l’espace des poses polyvalentes (EPP) (critère bien connu dans la litérature scientifique). Les second et troisième critères sont basés sur l’espace libre de toute interférence mécanique (théorie développée dans la partie précédente de cette thèse) et ces espaces doivent être aussi maximisés. À titre d’exemple, les paramètres géométriques d’un MPEC comportant six DDL, étant entraîné par sept câbles et comportant neuf arêtes sont optimisés pour illustrer cette technique. Par la suite, une application médicale est utilisée comme deuxième exemple, soit la synthèse dimensionnelle d’un PTC à six DDL, entraîné par huit câbles et comportant dix-sept arêtes, prévu pour être utilisé à l’intérieur d’un système conventionnel d’imagerie par résonance magnétique (IRM) cylindrique permettant ainsi d’effectuer des biopsies simples sous guidage visuel.
This thesis reports the first steps toward the development of a new family of telemanipulators: cable-driven pantographs (CDPs). We define CDPs as mechanisms designed to reproduce trajectories induced from a master (input) to a slave (output) with a chosen scale factor and using cables in order to transmit corresponding forces or moments. They can also be presented as the combination of conventional pantographs, devices where rigid links are used to transmit forces between the master and the slave, and cable-driven parallel mechanisms (CDPMs). Given that the purpose of this thesis is the design of CDPs which combine reliability, safety and a low manufacturing cost, we have chosen to develop tools that allow the design of purely mechanical CDPs, i.e., no electrical component is necessary to transmit forces between the master and the slave. Several applications can be considered for this new family of pantographs, e.g., the telemanipulation of objects inside environments that are sensitive to electromagnetic disturbances, or simply where electrical energy access is limited. The strict use of cables between the two main components of the pantograph leads to many advantages but also to some inherent drawbacks. The main disadvantage of CDPs is without any doubt the unilaterality of force transmission in the CDPM’s cables. It imposes a reflected cables distribution, i.e., cables must support the end effector in all directions, and a minimum level of tension in order to preserve the system geometry. In general, for a CDPM, the driving electrical motors are used to produce continuous torque (and power) to maintain the cable tensions. In this thesis, we propose a methodology which relies on springs in order to produce these tensions in a purely mechanical manner, leaving to the user the application of the additional forces, i.e., those forces needed to overcome friction, produce accelerations and balance external forces applied at the end effector. This conceptual idea is validated through the design of the prototype of the first planar three-cable two-degree-of-freedom (DoF) CDP. Then, with the objective of minimizing the energy expenditure required by the user, we also suggest to compute nonlinear springs behaviours that maintain the cable tensions to a minimum level, while approximating the static equilibrium of the mechanism over its workspace. The nonlinear springs are in fact embodied as four-bar mechanisms coupled with constanttorque springs. This methodology is illustrated by its application to a modified version of the three-cable two-DoF planar CDP. When designing any CDP (in particular for CDPs with tridimensional workspace), a second drawback must be taken into account. This drawback is the possible occurrence of mechanical interferences between the different cables used to constrain the pose of the end effector from its respective base (this applies to both the master and the slave effectors) when moving in translation, in rotation or both. Thence, in this thesis, we propose a methodology for determining, in a geometrical manner, the interference regions between a pair of cables and between a cable and an end-effector edge for a given orientation within its workspace. It is shown that, for a constant end-effector orientation, these interference regions are defined by plane and line segments belonging to the CDP workspace. Then, this technique allows to determine—exactly and rapidly—the interference regions for a given CDP, and thus provides a powerful tool for optimizing the geometry of this kind of mechanisms. This methodology can also be directly applied to the design of any tridimensional CDPMs. Finally, in order to generate a suitable geometry for a given application, the last part of this thesis details an algorithm to synthesize CDP or CDPM geometries based on three main criteria. The first criterion is based on the wrench-closure workspace (WCW) (which criterion is well known in the literature), whose volume should be maximized. The second and the third ones are based on the free-interference workspace, methodology developed in the previous part of the thesis, whose volumes should also be maximized. As an example, the geometric parameters of a seven-cable nine-edge six-DoF CDPM are optimized to illustrate the relevance of the technique. Then, a medical application is used as a second example, i.e., the dimensional synthesis of an eight-cable seventeen-edge six-DoF CDP intended to be used inside a standard cylindrical magnetic-resonance-imaging (MRI) system for performing simple image-guided biopsies.
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Tan, Geoffrey E. B. "Non-linear vibration of cable-deployed space structures." Thesis, University of Cambridge, 1997. https://www.repository.cam.ac.uk/handle/1810/272328.

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Oh, So-Ryeok. "Cable suspended robots control approaches and applications /." Access to citation, abstract and download form provided by ProQuest Information and Learning Company; downloadable PDF file 2.58 Mb., 177 p, 2006. http://gateway.proquest.com/openurl?url_ver=Z39.88-2004&res_dat=xri:pqdiss&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&rft_dat=xri:pqdiss:3221083.

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Sufian, Fuad. "Analysis and design methods for pretensioned cable net structures." Thesis, University of Liverpool, 1992. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.317242.

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Pusey, Jason L. "Cable suspended parallel robots design, workspace, and control /." Access to citation, abstract and download form provided by ProQuest Information and Learning Company; downloadable PDF file 3.60 Mb., 350 p, 2006. http://gateway.proquest.com/openurl?url_ver=Z39.88-2004&res_dat=xri:pqdiss&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&rft_dat=xri:pqdiss:1435861.

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Ndumbaro, Paul Christopher. "Cable roofs supported by reinforced concrete structures disposed to creep." Thesis, Imperial College London, 1997. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.267606.

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Ivanyi, Peter. "Parallel and distributed analysis and design of cable-membrane structures." Thesis, Heriot-Watt University, 2002. http://hdl.handle.net/10399/487.

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Cinar, Simge. "Synthesis Of Silver Nanoparticles And Cable Like Structures Through Coaxial Electrospinning." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/2/12611472/index.pdf.

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The aim of this study is to demonstrate the possibility of production of nanocables as an alternative to the other one dimensional metal/polymer composite structures like nanowires and nanorods. There is no certain definition of nanocables
however they could be considered as assemblies of nanowires. Nanocable structure can be defined as a core-shell structure formed by a polymeric shell and a metal core that runs continuously within this shell. To produce nanocables, two main steps were carried out. Firstly, monodispersed silver metal nanoparticles to be aligned within the cable core were produced. Investigations on reduction reactions in the presence of strong and weak reducing agents and different capping agents revealed the importance of the kinetics of reduction in the production of monodispersed nanoparticles. Use of capping agents to give a positive reduction potential, resulted in the slow reduction rates that was critical for fine tuning of the final particle sizes between 1-10 nm. Hydrazine hydrate and oleylamine/ oleic acid systems were used as strong and weak reducing agents, respectively. By using weak reducing agent, monodisperse spherical silver nanoparticles with the diameter of 2.7 nm were produced. It was shown that particles with controlled diameter and size distribution can be obtained by tuning the system parameters. Secondly, particles produced as such were electrospun within the core of the polymer nanofibers and long continuous nanocables were produced. Polyvinyl pyrrolidone and polycaprolactone were used in shell part of nanocables. Transmission electron microscopy (TEM), scanning electron microscopy (SEM), photon correlation spectroscopy (PCS), X-ray diffraction (XRD) and surface plasmon resonance spectroscopy (SPR) analyses were carried out in order to understand the mechanism by which the nanoparticles were reduced and for further characterization of the product.
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Books on the topic "Cable structures"

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Irvine, H. Max. Cable structures. New York: Dover Publications, 1992.

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Vandenberg, Maritz. Cable nets. Chichester, West Sussex: Academy Editions, 1998.

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P, Gagnon Christopher, ed. Cable corrosion in bridges and other structures: Causes and solutions. New York: ASCE Press, 1996.

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American Society of Civil Engineers., ed. Standard guidelines for the structural applications of steel cables for buildings. New York: American Society of Civil Engineers, 1997.

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American Society of Civil Engineers. Structural applications of steel cables for buildings. Reston, Va: American Society of Civil Engineers, 2010.

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IABSE Workshop (1992 Madrid, Spain). Length effect on fatigue of wires and strands: Report = rapport = Bericht. Zürich, Switzerland: International Association for Bridge and Structural Engineering, 1992.

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An introduction to cable roof structures. 2nd ed. London: Thomas Telford, 1999.

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An introduction to cable roof structures. Cambridge [Cambridgeshire]: Cambridge University Press, 1985.

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Kulbach, V. Cable structures: Design and Static Analysis. Tallinn: Estonian Academy Publishers, 2007.

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Buchholdt, H. A. An introduction to cable roof structures. Cambridge: Cambridge University Press, 1986.

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Book chapters on the topic "Cable structures"

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Cueto, Elías, and David González. "Cable Structures." In Structural Integrity, 33–54. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-72935-0_2.

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Connor, Jerome J., and Susan Faraji. "Cable Structures." In Fundamentals of Structural Engineering, 383–422. Cham: Springer International Publishing, 2016. http://dx.doi.org/10.1007/978-3-319-24331-3_5.

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Connor, Jerome J., and Susan Faraji. "Cable Structures." In Fundamentals of Structural Engineering, 443–88. New York, NY: Springer New York, 2013. http://dx.doi.org/10.1007/978-1-4614-3262-3_5.

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Magaña, M. E., J. Rodellar, J. R. Casas, and J. Mas. "Active Control of Cable-Stayed Bridges." In Smart Structures, 193–202. Dordrecht: Springer Netherlands, 1999. http://dx.doi.org/10.1007/978-94-011-4611-1_22.

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Cannarozzi, M., C. Cinquini, and R. Contro. "Optimal Shape of Cable Structures." In Structural Optimization, 47–56. Dordrecht: Springer Netherlands, 1988. http://dx.doi.org/10.1007/978-94-009-1413-1_7.

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Spak, Kaitlin, Gregory Agnes, and Daniel Inman. "Cable Parameters for Homogenous Cable-Beam Models for Space Structures." In Dynamics of Civil Structures, Volume 4, 7–18. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-04546-7_2.

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Levy, Robert, and William R. Spillers. "Cable Nets and Fabric Structures." In Analysis of Geometrically Nonlinear Structures, 151–86. Dordrecht: Springer Netherlands, 2003. http://dx.doi.org/10.1007/978-94-017-0243-0_7.

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Preumont, A. "Tendon Control of Cable Structures." In Vibration Control of Active Structures, 359–83. Dordrecht: Springer Netherlands, 2011. http://dx.doi.org/10.1007/978-94-007-2033-6_15.

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Preumont, André. "Tendon Control of Cable Structures." In Vibration Control of Active Structures, 377–415. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-72296-2_15.

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Kmet’, Stanislav, and Marek Mojdis. "Analysis of Cable Domes." In Design, Fabrication and Economy of Metal Structures, 531–36. Berlin, Heidelberg: Springer Berlin Heidelberg, 2013. http://dx.doi.org/10.1007/978-3-642-36691-8_80.

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Conference papers on the topic "Cable structures"

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Yan, Guirong, Scott Jemison, Qiuhua Duan, and Ruoqiang Feng. "Detection of Pretension Loss of Cable-Net Structures." In ASME 2015 Conference on Smart Materials, Adaptive Structures and Intelligent Systems. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/smasis2015-8978.

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Due to aesthetic shapes, light weight and flexibility, cable-net structures have been widely used as roofs for venues where many people assemble, such as sports stadiums/arenas and gymnasiums. Failure of this type of structure may endanger the safety of many people. This type of structure consists of a separate grid of structural cables supporting a nonstructural weather shield. It is well known that the stiffness of this type of structure is established by pretension in the cables. Part of the pretension in the cables will be lost as time evolves. The detection of the pretension loss in cables of cable-stayed bridges has been widely studied. However, the detection of pretension loss in cables of cable-net structures has been lacking. In this study, the dynamic and static properties of cable-net structures will be investigated and the effectiveness of two damage detection approaches in detecting the pretension loss in cable-net structures will be investigated.
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Matsumoto, Masaru. "Inclined Cable Aerodynamics of Cable-Stayed Bridges." In Structures Congress 2000. Reston, VA: American Society of Civil Engineers, 2000. http://dx.doi.org/10.1061/40492(2000)43.

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Spak, Kaitlin S., Gregory S. Agnes, and Daniel Inman. "Towards Modeling of Cable-Harnessed Structures: Cable Damping Experiments." In 54th AIAA/ASME/ASCE/AHS/ASC Structures, Structural Dynamics, and Materials Conference. Reston, Virginia: American Institute of Aeronautics and Astronautics, 2013. http://dx.doi.org/10.2514/6.2013-1889.

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Ito, Tomohiro, Yasuhiko Azuma, Atsuhiko Shintani, and Chihiro Nakagawa. "Study on the Seismic Response of Cable Tray Considering Sliding Motion of Cable." In ASME 2014 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/pvp2014-28121.

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In various industrial plants such as thermal power plants, nuclear power plants, and chemical plants, many cable trays are generally used to support cables for control signals. Cable trays are very long, and thus are supported from ceilings or walls by many supporting structures. When the cable trays are subjected to strong seismic excitations, the trays or the supporting structures vibrate with large amplitudes. In the worst cases, they can collapse, and plants can lose control of systems, which can lead to severe accidents. Therefore, it is very important to maintain the structural integrity of cable trays during seismic events including recent severe earthquakes such as the East Japan Earthquake in 2011. Cable trays are generally made of thin steel plates with sides folded in the vertical direction, and with cables simply placed on the tray. Thus, cables can slide when the inertia force on the cables exceeds the friction force between the tray and cables. The mass of the cables is relatively large compared to that of a tray, thus the natural frequency of the tray will change significantly due to the cable sliding motion. Consequently, seismic responses of cable tray will also depend on the sliding motion of cables. Therefore, cable trays are seen as highly nonlinear structural systems. In this study, seismic responses of cable trays are investigated analytically considering cable sliding motions. A cable tray is modeled by a two-degree-of-freedom system. Response acceleration, and the displacements of the tray and the cable are evaluated for both sinusoidal and seismic inputs by varying the cable mass or friction coefficient between the tray and cables. It is confirmed that the sliding motion of the cable has a very large influences on the seismic responses of the cable-tray system.
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Wang, Yang Cheng, Andreas S. Vlahinos, and HungShan Shu. "Optimization of cable preloading on cable-stayed bridges." In Smart Structures and Materials '97, edited by Norris Stubbs. SPIE, 1997. http://dx.doi.org/10.1117/12.274650.

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Mikkonen, Atte, and Heikki Lilja. "Loss of cable – design criteria for cable stayed bridges." In IABSE Symposium, Prague 2022: Challenges for Existing and Oncoming Structures. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/prague.2022.1763.

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<p>In Cable stayed Bridge design a loss of a cable is an accidental /extreme event, that may govern the design of the superstructure, pylon, or the cables. The common design method is to use linearization of the event by applying a dynamic amplification factor for the force effect. Another option is to perform dynamic analysis; however, the method is not standardized, widely used, nor is instructed in the standards.</p><p>Figure 1. New Kirjalansalmi Bridge, illustration.</p><p>Kirjalansami bridge in Parainen, Finland, is an old suspension bridge at the end of its service life. The bridge will be replaced by a new medium size of cable stayed bridge. In the preparation of the design basis, the phenomena of cable loss were studied by different methods. The aim of the study was to find reasonable requirements for the detailed design, so that the design will be reliable whilst not leading to too conservative design nor unnecessary cost increase. In this paper, the results of this study are presented.</p>
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Fallis, Garth, and Tore O. Arnesen. "Corrosion Evaluation and Cable Break Detection for Post-Tensioned and Prestressed Cables." In Structures Congress 2009. Reston, VA: American Society of Civil Engineers, 2009. http://dx.doi.org/10.1061/41031(341)286.

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Hernandez, S., A. Baldomir, and I. Perez. "Optimization of Cable Cross-Sectional Area in Long Span Cable Stayed Bridges." In Structures Congress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412374.025.

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Feng, Dongming, Gang Wu, Yiqing Zou, Qi Su, Wei Shi, Yaolin Wei, and Lijun Jiang. "Study of Intelligent Bridge Cable Technology and Maintenance Management Platform." 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.2022.2089.

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<p>As the most critical member, the service status of the cable system plays a crucial role in the longevity of cable-supported bridges. As bridges advance in age, their cable system is undergoing a process of accelerated deterioration. Hence the need for safety evaluation of cables is getting more urgent. At present, cable maintenance mainly relies on the manual inspection by engineers, which features low efficiency, high costs and risk, and potential non-inspection zone. In this context, we studied the fusion technologies between sensors and cables, and developed a maintenance management platform, which can collect data of cable corrosion, temperature and humidity, as well as water accumulation, etc. The intelligent cable products have been tested in outdoor environment since April 2020, and have been successfully applied in several bridges.</p>
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Zhou, Yufen, and Suren Chen. "Structural Reliability Assessment of Long-Span Cable-Stayed Bridges Subjected to Cable Loss." In Structures Congress 2015. Reston, VA: American Society of Civil Engineers, 2015. http://dx.doi.org/10.1061/9780784479117.022.

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Reports on the topic "Cable structures"

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Inman, Daniel J., Armaghan Salhian, and Pablo Tarazaga. Structural Dynamics of Cable Harnessed Spacecraft Structures. Fort Belvoir, VA: Defense Technical Information Center, July 2013. http://dx.doi.org/10.21236/ada588127.

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McCallen, D., and A. Astaneh-Asl. SUSPNDRS: a numerical simulation tool for the nonlinear transient analysis of cable support bridge structures, part 1: theoretical development. Office of Scientific and Technical Information (OSTI), June 1997. http://dx.doi.org/10.2172/605160.

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Trim, M., Matthew Murray, and C. Crane. Modernization and structural evaluation of the improved Overhead Cable System. Engineer Research and Development Center (U.S.), March 2021. http://dx.doi.org/10.21079/11681/40025.

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A modernized Overhead Cable System prototype for a 689 ft (210 m) Improved Ribbon Bridge crossing was designed, assembled, and structurally tested. Two independent structural tests were executed, i.e., a component-level compression test of the BSS tower was performed to determine its load capacity and failure mode; and a system-level ‘dry’ test of the improved OCS prototype was conducted to determine the limit state and failure mode of the entire OCS. In the component-level compression test of the BSS tower, the compressive capacity was determined to be 102 kips, and the failure mode was localized buckling in the legs of the tower section. During system-level testing, the prototype performed well up to 40.5 kips of simulated drag load, which corresponds to a uniformly distributed current velocity of 10.7 ft/s. If a more realistic, less conservative parabolic velocity distribution is assumed instead, the drag load for an 11 ft/s current is 21.1 kips. Under this assumption, the improved OCS prototype has a factor of safety of 1.9, based on a 689-ft crossing and 11-ft/s current. The OCS failed when one of the tower guy wires pulled out of the ground, causing the tower to overturn.
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Conroy, Patrick J., Carlos A. Latorre, and Lillian D. Wakeley. Installation of Fiber-Optic Cables Under Flood-Protection Structures Using Horizontal Directional Drilling Techniques. Fort Belvoir, VA: Defense Technical Information Center, May 2002. http://dx.doi.org/10.21236/ada404033.

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Fields, R. J., S. R, III Low, and D. E. Harne. Static and dynamic strength tests on electrical conductor cables specified for airport landing structures. Gaithersburg, MD: National Institute of Standards and Technology, 1991. http://dx.doi.org/10.6028/nist.ir.88-3884.

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Atkinson, E. A. Regional mapping and qualitative petroleum resource assessment of the Magdalen Basin, Gulf of St. Lawrence, Quebec, Prince Edward Island, New Brunswick, Nova Scotia, and Newfoundland and Labrador. Natural Resources Canada/CMSS/Information Management, 2023. http://dx.doi.org/10.4095/331452.

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The Geological Survey of Canada conducted a broad regional study of the Magdalen Basin in the Gulf of St. Lawrence, as part of the Marine Conservation Targets initiative. MCT is a national initiative to protect more of Canada's offshore areas, and resource assessment and related regional mapping are part of the review process. This study assembled a large seismic and geologic database that allowed new regional mapping of several key horizons in this basin. Digital seismic data was donated by industry, and reprocessing undertaken both in-house and with contractors. Wells were correlated and tops from literature were used to indentify regional reflection packages. Regionally consistent two-way time interpretations add to confidence. Depth conversion used regional time-depth functions from literature, which were developed from refraction data, with a residual correction for the water column. Nine regional depth maps and eight isopach maps were produced, including Pre-Horton Basement, Horton Group Isopach, Base Windsor Group, Top Salt, Top Bradelle Formation, Bradelle / Cumberland Isopach, and Top Cable Head Formation. These maps illustrate that the Pre-Horton basement is about 15 km deep in the centre of the basin. Two main trends are visible in the Horton Grabens, which may relate to basin formation, and no significant reactivation of deeper Appalachian structure is observed. In the basin centre, the more robust Base Windsor Unconformity horizon reaches about 12 km deep, and a key reservoir and source sequence in the Bradelle Formation reaches 7 km. These maps are useful for considering regional stratigraphy. The new mapping also constrained basin models and became the input for our Qualitative Petroleum Potential map. Basin modelling reveals scenarios where oil may be preserved. The petroleum potential of the region is highest north of Îles de la Madeleine and southeast of Îles de la Madeleine and northwest of Cape Breton.
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STUDY ON STATIC AND DYNAMIC EXPERIMENT OF SPATIAL CABLE-TRUSS STRUCTURE WITHOUT INNER RING CABLES BASED ON GRID-JUMPED LAYOUT OF STRUTS. The Hong Kong Institute of Steel Construction, December 2022. http://dx.doi.org/10.18057/ijasc.2022.18.4.6.

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Cable-truss tensile structures are one of the most imperative types of spatial structures, and a spatial cable-truss structure without inner ring cables (SCSWIRC) is a new type of cable-truss tensile structure. Although SCSWIRC has a strong anti-collapse capacity, its construction forming is difficult. Based on the concept of grid-jumped layout for struts, the experimental model with a span of 6 m is designed, and then three grid-jumped layout schemes are proposed to simplify structure system. The static and dynamic properties of experimental and finite element models are systematically studied. The results show that experimental values agree with simulation values. The errors of the static experiment are in the range of 6%~11.53% and the errors of the dynamic experiment are in the range of 5%~8%. The grid-jumped layout has negligible effects on the internal forces of cables. However, it has excellent effects on the internal forces of struts and nodal displacements at the grid-jumped layout, so the mechanical property of struts needs to be rechecked after grid-jumped layout. The mechanical property of the optimal grid-jumped layout scheme does not change compared with original scheme. The optimal grid-jumped layout scheme not only simplifies SCSWIRC, but also reduces the amount of steel. The study can promote the application of SCSWIRC in practical engineering.
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COMPLETE SET CONSTRUCTION TECHNOLOGY OF LARGE OPENING CABLE DOME STRUCTURE BASED ON INTEGRATED ANALYSIS. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.312.

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With the development of design level and construction technology of cable supported system, various new-type prestressed structures emerge, and a number of public buildings with cable dome structure have been constructed. The structural characteristics and complete set construction technology of Chengdu Phoenix Mountain Stadium are introduced in this paper. In view of the construction difficulties, nonlinear dynamic analysis method was used to carry out simulation of the whole construction process and optimize the construction scheme. The research was carried out from the aspects of rotary lifting technology, horizontal restraint system and high anti-side lifting frame group. Besides, the design and construction integrated analysis of the large opening cable dome structure was carried out, and the construction technology of " internal tension ring-cable net integrated lifting " was innovatively proposed. This method fills the blank of the construction method of the system, greatly improves the construction efficiency, and ensures the construction quality and safety.
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EFFECT OF RANDOM PRE-STRESSED FRICTION LOSS ON THE PERFORMANCE OF A SUSPEN-DOME STRUCTURE. The Hong Kong Institute of Steel Construction, March 2022. http://dx.doi.org/10.18057/ijasc.2022.18.1.5.

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The key to the high-efficiency performance of the suspen-dome structure is to apply the pre-stressed design value to the structure accurately. However, engineering practice has found that the use of tensioning hoop cables to apply the pre-stress will produce noticeable pre-stressed friction loss (PFL), which significantly affects the safety performance of the structure. In this paper, based on a 1:10 scaled-down experiment model of a suspen-dome structure with rolling cable-strut joint installed, the random PFL (RPFL) effect of the suspen-dome on structure performance was analyzed through a probability statistics theory. First, aiming at the unequal tensioning force at both sides of the tensioned hoop cable during the tensioning process, a pre-stressed force calculation method is proposed that considers the unequal tensioning control force and RPFL at all cable–strut joints, and the reliability of this method is verified through a tension test. Then, based on the cable-joint tension test carried out in the early stage of the research group, a random mathematical model of the friction coefficient (FC) at the rolling cable–strut joint is established. And then, the cable force calculation method is used to establish the random finite element model, and independent and random changes in the FC at each rolling cable–strut joint can be considered. Subsequently, the Monte Carlo method is used to calculate the random mathematical characteristics of the mechanical performance parameters such as the member stress and joint deformation, and the obtained results are verified through a static loading experiment. In addition, to investigate the effect of random defects on structural stability, other random defects, such as the initial curvature and installation deviation, were continuously introduce based on the random finite element model. As such, we could obtain the law of the effect of multi-defect random variation coupling on the structure’s ultimate bearing capacity.
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A STUDY OF COLLAPSE SUSCEPTIBILITY AND RESISTANCE OF LOADED CABLE-SUPPORTED PIPE STRUCTURE SUBJECT TO A SUDDEN BREAK OF CABLE MEMBER. The Hong Kong Institute of Steel Construction, September 2021. http://dx.doi.org/10.18057/ijasc.2021.17.3.7.

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Cable-supported pipe system (CSPS) provides a suitable system of structure for meeting the stringent structural requirements of pipeline bridges. However, due to a composite action of cable with truss and pipe members, the sudden failure of its structural member may lead to undesired vibratory response and collapse. The occurrence of a sudden break of the CSPS structural member is characterized by spontaneous dynamics and internal force rearrangement. The present study aims to investigate parametrically the collapse susceptibility and resistance of scaled down CSPS model in the event of a sudden break of the cable member by combined experimental and numerical procedures. The displacement of the structure, the pattern of internal force rearrangement, and dynamic responses were comparatively evaluated. Experimental results depict imminent cable failure under load and attendant dynamic response, but without a total collapse of the CSPS structure. Critical members causing large dynamic response amplitudes were identified and the mitigation of collapse was evaluated. Dynamic increasing factor (DIF) methods was utilized for the evaluation of the dynamic response of the sudden cable break resulting from the pattern of responses between the cable members and the rest of the CSPS structure. Comparison with provisions in other studies shows higher values DIF of the CSPS cable members which led to proposed evaluation using dynamic factor (DF). Thus, the dynamic factors for the sudden break of various cable members along the span and the errors were also estimated considering the parametric of design variables which will enable easy utilization during the structural process of CSPS.
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