Numerical modelling of the structural behaviour of Buti’s bell tower

Bernardeschi, Katia; Padovani, Cristina; Pasquinelli, Giuseppe

doi:10.1016/j.culher.2004.01.004

Cited by 60 publications

(31 citation statements)

References 7 publications

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“…Commonly, to have a realistic insight into tower weakness and seismic vulnerability, the numerical model is built by employing the FE technique. In this case, the FE modeling differs according to the level of complexity and of geometric discretization, varying from one-dimensional to three-dimensional (3D) models (Bernardeschi et al 2004;Carpinteri et al 2006;Girardi et al 2010). Simplified monodimensional approaches have been additionally proposed through no tension material approaches (Lucchesi and Pintucchi 2007) or through equivalent Bouc and Wen hysteretic models employed to account for spatial material randomness Betti 2014, 2015).…”

Section: State Of the Artmentioning

confidence: 99%

“…The nonlinear analysis approaches differ according to (1) the type of employed method of analysis: nonlinear static (pushover) and/or time-history (Casolo 1998;Bernardeschi et al 2004;Girardi et al 2010;Peña et al 2010;Milani et al 2012;D'Ambrisi et al 2012;Casolo et al 2013;Salvatori et al 2015). The pushover methods comprise both standard (Milani et al 2012;Casolo et al 2013) and multimodal approaches.…”

Section: State Of the Artmentioning

confidence: 99%

See 1 more Smart Citation

Seismic Risk Assessment of Historic Masonry Towers: Comparison of Four Case Studies

Bartoli

Betti

Monchetti

2017

J. Perform. Constr. Facil.

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This paper focuses on the seismic risk assessment of historic masonry towers according to the Italian "Guidelines for the Assessment and Mitigation of the Seismic Risk of the Cultural Heritage." The latter identifies a methodology of analysis based on three different levels of evaluation, according to increasing requirements on the structural knowledge: LV1 (analysis at territorial level), LV2 (local analysis), and LV3 (global analysis). Regardless of the methodology of analysis, the more advanced the achieved level of knowledge, the higher the reliability of these approaches becomes. In this field, a fundamental task is the estimation of the uncertain parameters (both material properties and boundary conditions) affecting the structural behavior. The effect of these uncertainties on the global structural response is herein approached through the discussion of an illustrative case study of some of the historic masonry towers in the city center of San Gimignano (Siena, Italy). The seismic risk of these towers was analyzed in the framework of Seismic Risk of Monumental Buildings (RiSEM is the Italian acronym), a research project granted by the Tuscany Regional Administration, and this paper summarizes the results obtained for two of the preceding three levels, which highlights a few issues concerning the seismic risk of historic masonry towers. Useful conclusions are drawn in order to quantify, when performing an LV3 approach through nonlinear models, the effects of the uncertainties on the seismic risk evaluation of such structural typology. The paper, in particular, confirms once more how strongly the effect of confinement reflected on tower seismic performances and stresses that specific attention should be paid to the definition of the effective portion of the structure to be considered as confined (with respect to adjacent buildings).

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Section: State Of the Artmentioning

confidence: 99%

Section: State Of the Artmentioning

confidence: 99%

Seismic Risk Assessment of Historic Masonry Towers: Comparison of Four Case Studies

Bartoli

Betti

Monchetti

2017

J. Perform. Constr. Facil.

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“…The generalized algorithm, conducted based on the predict-correct method, is used for the seismic analyses. The elasticity modulus, mass density, Poisson ratio, tensile strength, and compressive strength values of the dam material amount to 7.5x10 3 MPa, 2.2 t/m 3 , 0.25, 1.0 MPa, and 10 MPa, respectively [2,3,4,5,7]. The soil domain is assumed to be massless in the solutions, and the modulus of elasticity and Poisson ratio of the soil domain amount to 3x10 4 MPa and 0.20, respectively (C class soil, DLH'2007).…”

Section: Eulerian Formulation For Fluid-solid Dynamic Interaction Sysmentioning

confidence: 99%

“…They used the smeared crack model for load-bearing structural elements. Bernardeschi et al [5] examined the Buti Bell Tower in Italy under two different conditions through macro-modelling, i.e. under its own weight and under horizontal load effects other than its own weight.…”

Section: Introductionmentioning

confidence: 99%

Nonlinear seismic analysis of historical Topuzlu Dam under different seismic loads

Lakušić¹

2016

JCE

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The nonlinear analysis of historical Topuzlu Dam under various seismic loads is presented in this study, taking into account the solid-fluid interaction. The smeared crack model, which includes strain softening, is used to examine nonlinear behaviour of the dam material. The reservoir and soil domains are assumed to be linearly elastic. The ANSYS finite element program is used for generation of solutions. Nelinearna seizmička analiza povijesne brane Topuzlu pri seizmičkom opterećenju različitih razina U radu je obrađena nelinearna analiza povijesne brane Topuzlu pri seizmičkom opterećenju različitih razina, uzimajući u obzir međudjelovanje čvrstog tijela i tekućine. Za analizu nelinearnog ponašanja materijala od kojeg je brana izgrađena koristi se model razmazanih pukotina koji uključuje omekšavanje pri deformaciji. Pretpostavljeno je da su domene akumulacije i tla linearno elastične. Za generiranje rješenja oblikovani su modeli konačnih elemenata u programskome paketu ANSYS.

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“…This equation, known as the masonry-like or no-tension model, can, at least in certain aspects, realistically describe the mechanical behavior of masonry [Bernardeschi et al 2004;Lucchesi et al 1996].…”

Section: Introductionmentioning

confidence: 99%

Static analysis of masonry vaults, constitutive model and numerical analysis

Lucchesi

Padovani

Pasquinelli

et al. 2007

JOMMS

Self Cite

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The paper deals with some of the explicit and numerical methods used for modeling the mechanical behavior of masonry vaults and domes. After a brief description of the constitutive equation of masonrylike materials, a numerical method for the structural analysis of masonry vaults is presented. Then, the concept of maximum modulus eccentricity surface for masonry vaults is recalled. Subsequently, the collapse load and the corresponding mechanism are explicitly calculated for two particular cases: a circular plate subjected to a permanent load acting on the lateral surface and a variable vertical load applied to the extrados, and a spherical dome subjected to its own weight and variable point load applied to the keystone. The exact solutions are compared to the numerical results obtained via finite element analysis. Lastly, a study of the dome of the church of Santa Maria Maddalena in Morano Calabro is described. The method has enabled the stress field and the fractures distribution in the dome to be determined and the maximum modulus eccentricity surface to be evaluated.

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Numerical modelling of the structural behaviour of Buti’s bell tower

Cited by 60 publications

References 7 publications

Seismic Risk Assessment of Historic Masonry Towers: Comparison of Four Case Studies

Seismic Risk Assessment of Historic Masonry Towers: Comparison of Four Case Studies

Nonlinear seismic analysis of historical Topuzlu Dam under different seismic loads

Static analysis of masonry vaults, constitutive model and numerical analysis

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