Wind Tunnel Pressure Series Statistics for the Case of a Large Span Canopy Roof
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RESEARCH PAPER
Wind Tunnel Pressure Series Statistics for the Case of a Large Span Canopy Roof Fabio Rizzo1 Received: 7 February 2020 / Accepted: 20 August 2020 © Shiraz University 2020
Abstract This paper investigates pressure coefficient and peak factor statistics for a hyperbolic paraboloid canopy roof used as a tensile structure to cover a soccer arena. The non-Gaussian properties of the pressure coefficient processes are measured at different roof locations for different wind angles of attack. Peak factor statistics, estimated using pressure coefficient time histories experimentally measured in wind tunnel tests and measured on the bottom and on the top of the roof, are compared with corresponding peak factor statistics estimated through use of four analytical models available in the literature, namely the Davenport, classical Hermite, revised Hermite, and translated-peak-process (TPP) models. It was found that: (1) all analytical models underestimate the mean and standard deviations of the experimental peak factors; (2) the non-Gaussianity region is significantly affected by the position on the roof, i.e., up and down, whereas it is less affected by the wind angle; (3) the two Hermite models provide accurate estimates of peak factor mean and standard deviations. Keywords Wind-induced pressure · Wind peak factor · Hyperbolic paraboloid roofs · Probabilistic wind effect modeling · Non-Gaussian stochastic processes
1 Introduction Tensile structures are efficiently used to cover buildings that need a large and free open space (up to 150 m, as in, for example The Khan Shatyr Entertainment Centre, completed in 2010) (Rizzo and Zazzini 2016, 2017). Both roof and canopy-type tensile structures are frequently used for sport arenas. The success of these structures is due to their lightness and cost-effectiveness. Membrane and cable net tensile structures (i.e., harmonic ropes and cables) are particularly efficient because they have high structural performances (harmonic steel can be stressed to 1900 Mpa) and low weight and thickness (Majowiecki 2004; Chilton 2010; Beccarelli 2015; Birchall 2015). Membrane and cable net tensile structures often have a hyperbolic paraboloid geometry because this permits pure tension in all structural elements. They have been employed in many structures around the world such as the Olympiastadion in Munich, Germany (designed by Otto Frei and completed in 1968) and the Denver Union * Fabio Rizzo [email protected] 1
University “G. D’Annunzio” of Chieti-Pescara, Viale Pindaro 42, 65127 Pescara, Italy
Station roof in Denver, CO (USA) (completed in 2013). This geometry transforms vertical loads into horizontal forces on the supports. The hyperbolic paraboloid geometry needs two orders of cables: the first, upload, the second, download. The upload cables are load-bearing for gravitational loads, the download cables are load-bearing for suction loads. Cables are pre-stressed to have the desired geometrical configuration under permanent loads. The geometry, however, must remain simila
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