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PROCEEDINGS OF THE EIGHTH INTERNATIONAL CONFERENCE ON COMPUTATIONAL STRUCTURES TECHNOLOGY
Edited by: B.H.V. Topping, G. Montero and R. Montenegro
On the Dynamic Response of Multi Cable-Beam Systems for Façade Tension Structures
R. Gori and A. Mastropasqua
Department of Structural and Transportations Engineering, University of Padua, Italy
R. Gori, A. Mastropasqua, "On the Dynamic Response of Multi Cable-Beam Systems for Façade Tension Structures", in B.H.V. Topping, G. Montero, R. Montenegro, (Editors), "Proceedings of the Eighth International Conference on Computational Structures Technology", Civil-Comp Press, Stirlingshire, UK, Paper 97, 2006. doi:10.4203/ccp.83.97
Keywords: tension structures, pre-tension, non-linear transient analysis, modal analysis, seismic response, dynamic response.
The paper describes how the authors carried out a non-linear transient dynamic analysis for a particular tension system comprising more pre-tensioned cable-beams. An example of a similar tension structure is the tension system used for the north façade of Pad 19-20 of "Fiera di Bologna, Italy", shown in Figure 1 .
In this example, the tension structure is an important part of the global structural concept. It is utilized in the roof and in the north external facade. Here only the external north façade is studied.
In reference  the initial design concept of the tension system façade was discussed; two proposed tension system solutions were studied: a multicable-beam system and a cable-net system.
Under the same static load combinations (as defined by the Eurocode), the multi-cable-beam solution with fifteen pre-tensioned cable-beams provided a better displacement response compared to the cable net system. However, following a natural frequency analysis, the results indicated that the cable-beam system had a greater sensibility to vibration than the cable-net system. In this paper the authors report the results obtained from the dynamic seismic analysis developed on the fifteen pre-tensioned cable-beams façade (which was the final adopted solution).
A tension structure finite element model is a non-linear system since its mechanical behaviour depends on its instantaneous geometric configuration and on the non-linear response of the 'tension only' elements [2,3].
Therefore, according to Eurocode 8, three groups of spectrum-compatible accelerograms were generated and applied to the structure by means of a non-linear transient dynamic analysis. The simultaneous inspection of the mass participation factors, the modal shapes, and the PSD energy levels, permits to better understand how, for this kind of tension structures, particular attention has to be given to the dynamic response.
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