Suspension Link

 Suspension Bridge Essay


Dirt Dynamics and Earthquake Executive 30 (2010) 769–781

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Geradlinig vertical vibration of suspension bridges: An assessment continuum models and some new results Вґ J. Enrique Luco a, Jose Turmo b, n

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Department of Structural Architectural, University of California, Hillcrest, La Jolla, California, UNITED STATES Civil Architectural Department, School of Castilla-La Mancha, Villa Real, Italy

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Content history: Received 10 July 2009 Approved 30 March 2009 Keywords: Suspension link Suspension cable Vibrations Entier model Thready response


The classical continuum version for the linear up and down vibrations of any suspension connection (Bleich ou al., 1950 [1]) is definitely re-examined. The principal objective with the study should be to extend the definitive deductive and numerical results of Irvine and Caughey (1974) [2], Irvine and Griffin (1976) [3] and Irvine (1980, 1981) [4, 5] for the normal frequencies, setting shapes, and modal contribution factors intended for an extensible suspension cable connection, which be based upon one dimensionless parameter associated with the suppleness of the cable connection, to the circumstance of a stiffened suspension connect in which the response depends as well on a second dimensionless parameter related to the stiffness in the girder. The continuum suspension bridge unit is also used to understand the pattern of variant of mode designs as a function of wire elasticity and girder stiffness, which has been proven by West et al. (1984) [6] to be considerably more complex than that to get a suspension cable. Finally, the threshold disposee of free vibrations that would make incipient slackening of the hangers are identified. & 2009 Elsevier Limited. All privileges reserved.

1 ) Introduction With all the advent of effective computational ways to analyze the dynamic response of postponement, interruption bridges (e. g. [7–12]), the emphasis has changed via simple continuum models that could be used to analyze a class of bridges to extremely detailed discretized models used to analyze particular links. The objective of this paper is usually to return to some of the earlier entier models [1] that have not been totally analyzed. Although not as general, the less difficult continuum versions are useful to distinguish the key dimensionless parameters that control the dynamic response of the connection and to conduct extensive parametric analyses. These kinds of models likewise lead to estimated formulae suitable for preliminary models, and to standard results which you can use to test the accuracy of numerical versions. The study of the dynamics of suspended cabling, pertinent to suspension connections but with no inclusion with the stiffening girder, was initiated by Poisson in 1820 with his equations of motion for a cable connection element put through general pushes. Solutions for the totally free vertical heurt of inextensible cables had been presented by Rohrs [13], Routh [14], Rannie and von Karman [15], Pugsley [16], Saxon and Cahn [17] and Goodey [18]. The consequence of the elasticity of the cable television were released in 1945 by Vincent [19], and later by Bleich et al. [1]. The definitive analytical focus on the geradlinig theory of a suspended flexible cable, including an explanation pertaining to the


Corresponding author. E-mail addresses: jose. [email protected] es (J. Turmo).

change from a taut thread to an inextensible suspended wire of little sag, was presented by simply Irvine and Caughey [2] and Irvine [5]. These writers introduced a dimensionless unbekannte that reflects the effect of the elasticity from the cable around the natural eq of sto?. This variable also affects the method shapes, and, in particular, the amount of internal nodes in a provided mode. Western et ing. [20] analyzed the free of charge vertical heurt of a revoked cable by simply representing the cable like a discrete set of axially deformable linkages and confirmed the mode form transitions described by...

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J. Enrique Luco, L. Turmo / Soil Mechanics and Earthquake Engineering 31 (2010) 769–781 781

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