GNGTS 2019 - Atti del 38° Convegno Nazionale

GNGTS 2019 S essione 2.2 465 procedura di diagnostica del degrado/danno (degrado del materiale, vincoli, ecc…) nel tempo. Tuttavia appare anche chiaro che nella fase iniziale di calibrazione del modello è necessario disporre di ulteriori informazioni ottenute dal progetto, dalle ispezioni visive ed eventualmente dai risultati di una prova statica (ad esempio di collaudo) prima di avviare un monitoraggio dinamico nel tempo. Bibliografia Arisoy B., Erol O.; 2018: Finite element model calibration of a steel railway bridge via ambient vibration test . Steel and Composite Structures, 27(3), 327–335. DOI https://doi.org/10.12989/SCS.2018.27.3.327 Benedettini F., Gentile C.; 2011: Operational modal testing and FE model tuning of a cable-stayed bridge . Engineering Structures - ENG STRUCT. 33. 2063-2073, DOI 10.1016/j.engstruct.2011.02.046. Computers and Structures; 2016: SAP2000 version 18, Walnut Creek, CA. Rainieri C., Fabbrocino G.; 2014: Operational Modal Analysis of Civil Engineering Structures – An Introduction and Guide for Applications . Springer, New York, USA. Ubertini F., Gentile C., Materazzi A.; 2013: Automated modal identification in operational conditions and its application to bridges. Engineering Structures. 46. 264 – 278, DOI 10.1016/j.engstruct.2012.07.031. Fig. 3 - Risultati prova statica. MODAL-DISPLACEMENT BASED PROCEDURE FOR MULTI-STORY TIMBER BLOCKHAUS STRUCTURES M. Sciomenta 1 , V. Rinaldi 1 , C. Bedon 2 , M. Fragiacomo 1 1 Department of Civil, Architecture and Building and Environmental Engineering, University of L’Aquila, L’Aquila, Italy 2 Department of Engineering and Architecture, University of Trieste, 34127 Trieste, Italy Introduction. Structures under seismic excitation undergo different levels of drift that can be associated with the damage both of structural and non structural elements as well as with the expected losses. The Displacement Based Design has been established in order to fix the issues due to the Force Based Design main hypothesis as: the assumption of the initial elastic stiffness and the adoption of a specific force reduction factor to predict the inelastic force distribution. Although several DBD procedures have been developed for different purposes in the last decades, in the framework of seismic design for a specified performance level of timber structures, the most consolidated methods are the Direct Displacement Based Design (DDBD) (Calvi et al. , 2007), the Modal Displacement Based Design (Modal-DBD) (Pang and Rosowsky, 2009), and the N2 method (CEN, 2004). The Modal Displacement Based Design procedure has been applied to a multi-storey timber building constructed using the Blockhaus technology. This method requires as input data, the knowledge of the structural features (in order to perform