Numerical Simulation of Shaking Table Tests on Full-Scale Stone Masonry Buildings

Penna, Andrea; Senaldi, Ilaria; Galasco, Alessandro; Magenes, Guido

doi:10.1080/15583058.2015.1113338

Cited by 39 publications

(36 citation statements)

References 23 publications

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“…Starting from the calibrated sub-models, two MDOF systems were generated corresponding to two extreme configurations: a flexure-dominated (FD) case with slender piers and a shear-dominated (SD) case with squat piers. Rayleigh viscous damping coefficients were also chosen on the basis of experimental results [69], in order to maintain a viscous damping ratio nearly constant at 2% for periods ranging between the first-mode initial elastic period and the secant period at near-collapse conditions. Subsequently, two SDOF oscillators were calibrated in order to match the hysteretic response of the two MDOF systems [25].…”

Section: Calibration Of Sdof Oscillators With Experimental Datamentioning

confidence: 99%

Improved evaluation of inelastic displacement demands for short‐period masonry structures

Guerrini

Graziotti

Penna

et al. 2017

Earthq Engng Struct Dyn

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Summary This work discusses the simplified estimation of earthquake‐induced nonlinear displacement demands as required by nonlinear static procedures, with particular attention on short‐period masonry structures. The study focuses on systems with fundamental periods between 0.1 and 0.5 s, for which inelastic amplification of the elastic displacement demand is more pronounced; hysteretic force‐displacement relationships characteristic of masonry structures are adopted, because these structures are more commonly found within the considered period range. Referring to the results of nonlinear dynamic analyses of single‐degree‐of‐freedom oscillators, some limitations of the Eurocode 8 and Italian Building Code formulations are first discussed, then an improved equation is calibrated that relates inelastic and elastic displacement demands. Numerical values of the equation parameters are obtained, considering the amount of hysteretic energy dissipation associated with various damage mechanisms observed in masonry structures. Safety factors are also calculated to determine several percentiles of the displacement demand. It is shown that the proposed equation can be extended to more dissipative systems. Finally, the same formulation is adapted to the estimation of seismic displacements when elastic analysis procedures are employed. Copyright © 2017 John Wiley & Sons, Ltd.

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Section: Calibration Of Sdof Oscillators With Experimental Datamentioning

confidence: 99%

Improved evaluation of inelastic displacement demands for short‐period masonry structures

Guerrini

Graziotti

Penna

et al. 2017

Earthq Engng Struct Dyn

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“…This approach is common in the literature when elements to be used in equivalent frame models are defined (Roca et al, 2005;Belmouden and Lestuzzi, 2009;Lagomarsino et al, 2013;Addessi et al, 2014;Penna et al, 2014). The application of such models in nonlinear dynamic simulations proved that they can provide good estimates of the global response of a building in terms of displacement, drifts and acceleration profiles (Mandirola et al, 2016;Penna et al, 2016).…”

Section: Introductionmentioning

confidence: 99%

Equivalent-Frame Modeling of Two Shaking Table Tests of Masonry Buildings Accounting for Their Out-Of-Plane Response

Vanin

Penna

Beyer

2020

Front. Built Environ.

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“…Up to now, a great attention has been focused on the validation of EFM accuracy in predicting the actual behaviour of existing masonry buildings. The validation of EFM accuracy involved numerous experimental tests [5][6][7][8][9], simulations of existing damaged structures [10] or comparison with more detailed finite element modelling procedures [9][10]. In particular, the experimental campaigns carried out on full-scale building prototypes were very useful in providing information about the EFM modelling performance.…”

Section: Introductionmentioning

confidence: 99%

Analysis of the performance in the linear field of Equivalent-Frame Models for regular and irregular masonry walls

Siano

Sepe

Camata

et al. 2017

Engineering Structures

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The Equivalent-Frame Method (EFM), a simplified procedure for structural modelling of masonry constructions, is having a great success for the good balance that it allows between the accuracy of the geometrical description and the simplicity of the mechanical calibration.\ud Despite the widespread use of EFM in scientific and professional field, some uncertainties affect its application to the specific problem of the existing unreinforced masonry (URM) buildings. For these structures, in fact, irregular geometries, the presence of deformable diaphragms and the interaction with other structures in aggregate configurations represent hard-to-model features that limit the accuracy of EFM.\ud The paper presents a comparative study in the linear field between EFM and the more accurate Finite Element Method (FEM), assumed as reference. The comparative analysis involves a wide set of geometrical schemes, characterized by both regular and irregular configurations, and it is aimed at providing a measure of the EFM modelling accuracy as a function of the geometry of the wall. Non-dimensional parameters allow exploring the limits of applicability of EFM for both regular and irregular walls.\ud Based on the parametric analyses, some recommendations are given for improving the effectiveness of the method and preserving the simplicity of application that makes EFM models so popular and widely used.Peer ReviewedPostprint (author's final draft

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Numerical Simulation of Shaking Table Tests on Full-Scale Stone Masonry Buildings

Cited by 39 publications

References 23 publications

Improved evaluation of inelastic displacement demands for short‐period masonry structures

Improved evaluation of inelastic displacement demands for short‐period masonry structures

Equivalent-Frame Modeling of Two Shaking Table Tests of Masonry Buildings Accounting for Their Out-Of-Plane Response

Analysis of the performance in the linear field of Equivalent-Frame Models for regular and irregular masonry walls

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