The following paper describes the numerical modelling used to predict the dynamic behaviour of a post-tensioned timber building with the addition of a hysteretic energy dissipation system. This paper refers to shaking table tests about to commence on a 2/3rd scale, 3-dimensional, 3-storey post-tensioned timber struc-ture made from post-tensioned timber frames in both directions in the structural laboratories of the Universi-ty of Basilicata in Potenza, Italy. This research is part of a joint collaboration with the University of Canter-bury in Christchurch, New Zealand. The test frame has been modeled combining the use of elastic elements with a series of rotational springs which represent the moment rotation behaviour of the beam-column joints. These springs were calibrated against the moment rotation design procedure used for post-tensioned timber connections. Modeling was done by considering two non-linear finite element codes, SAP2000 and Ruaumo-ko. This paper compares numerical results obtained from the model with and without additional dissipative elements in order to better understand the dynamic behavior of post-tensioned timber structures.
Numerical modelling of a post-tensioned timber framed building with hysteretic energy dissipation
DI CESARE, ANTONIO;PONZO, Felice Carlo;NIGRO, Domenico Salvatore;
2013-01-01
Abstract
The following paper describes the numerical modelling used to predict the dynamic behaviour of a post-tensioned timber building with the addition of a hysteretic energy dissipation system. This paper refers to shaking table tests about to commence on a 2/3rd scale, 3-dimensional, 3-storey post-tensioned timber struc-ture made from post-tensioned timber frames in both directions in the structural laboratories of the Universi-ty of Basilicata in Potenza, Italy. This research is part of a joint collaboration with the University of Canter-bury in Christchurch, New Zealand. The test frame has been modeled combining the use of elastic elements with a series of rotational springs which represent the moment rotation behaviour of the beam-column joints. These springs were calibrated against the moment rotation design procedure used for post-tensioned timber connections. Modeling was done by considering two non-linear finite element codes, SAP2000 and Ruaumo-ko. This paper compares numerical results obtained from the model with and without additional dissipative elements in order to better understand the dynamic behavior of post-tensioned timber structures.I documenti in IRIS sono protetti da copyright e tutti i diritti sono riservati, salvo diversa indicazione.
