Damage assessment of ancient masonry churches stroked by the Central Italy earthquakes of 2016 by the non-smooth contact dynamics method

Clementi, Francesco; Ferrante, Angela; Giordano, Ersilia; Dubois, Frédéric; Lenci, Stefano

doi:10.1007/s10518-019-00613-4

Cited by 79 publications

(37 citation statements)

References 41 publications

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“…where α is the collapse load multiplier, t is the wall thickness and h is the church height. Equations (11) to (14) are composed by two aliquots: the first (as function of the thickness) is the trend line that approximates the curve, i.e., a linear straight line with a correlation coefficient of 1; the second (6.70/h) is instead the correlation based on the height variation. Contrary to this, Equation (15) is composed by the first aliquot only.…”

Section: Final Remarksmentioning

confidence: 99%

“…Local mechanisms are generally characterized by macro-blocks, separated by a number of cracks, where relative motions are activated during an earthquake [1,2]. For these mechanisms, there is a wealth of literature references aimed at calculating the ultimate load factors by means of limit analysis, especially with kinematic approaches considering frictional behaviour [3][4][5][6][7][8][9][10][11][12]. In the last few decades, researchers have also developed analytical methods in the field of finite element (FE) analyses to examine ordinary masonry constructions [13][14][15][16][17] or have implemented large scale and detailed numerical investigations to study monumental constructions like churches [18][19][20][21][22][23][24][25][26][27][28][29][30][31][32][33].…”

Section: Introductionmentioning

confidence: 99%

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Parametric Analysis on Local Mechanisms of Masonry Churches in Teramo (Italy)

2020

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Local collapse mechanisms related to the out-of-plane response of walls are commonly observed in existing masonry buildings subjected to earthquakes. In such structures, the lack of proper connections among orthogonal walls and between walls and floors does not allow a global box-type behaviour of the building to develop, which would be governed by the in-plane response of walls. In this paper, parametric linear kinematic analyses on the main local mechanisms of masonry churches were performed with the aim to evaluate the corresponding horizontal load multipliers. This study was conducted on 12 masonry churches, located in Teramo (Italy) and affected by the 2016 Central Italy earthquake, whose main out-of-plane collapse mechanisms, namely facade overturning, vertical bending, corner overturning and roof gable wall overturning, have been analysed. For each mechanism, parametric analysis was carried out on varying heights and thicknesses of walls. Firstly, the acceleration values activating the considered mechanisms were calculated in order to conduct checks prescribed by the current Italian standard. Subsequently, on the basis of the obtained results, simple analytical procedures to determine load collapse multiplier for each mechanism were drawn. Finally, ranges of suitable values of both the thickness and height of walls were found in order to always satisfy seismic checks.

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Section: Final Remarksmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Parametric Analysis on Local Mechanisms of Masonry Churches in Teramo (Italy)

2020

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“…First, the assumption of no-tension material with unlimited compression strength represents a strong simplification (6) f a,SLV = a SLV a g,SLV of the actual behaviour of masonry. Indeed, the collapse load of a structure can be influenced by peculiar characteristics of the material, such as orthotropic behaviour, limited compressive strength and shear-normal stress interaction (Clementi et al 2019), which are not captured by a no-tension rigid material model. Furthermore, real geometry and loading conditions often need to be approximated to define reasonably simple kinematic models.…”

Section: Seismic Risk Assessment By El2 Approachmentioning

confidence: 99%

Analytical and numerical seismic assessment of heritage masonry towers

Torelli

D’Ayala

Betti

et al. 2019

Bull Earthquake Eng

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The new Italian building code, published in 2018 [MIT in NTC 2018: D.M. del Ministero delle Infrastrutture e dei trasporti del 17/01/2018. Aggiornamento delle Norme Tecniche per le Costruzioni (in Italian), 2018], explicitly refers to the Italian "Guidelines for the assessment and mitigation of the seismic risk of the cultural heritage" [PCM in DPCM 2011: Direttiva del Presidente del Consiglio dei Ministri per valutazione e riduzione del rischio sismico del patrimonio culturale con riferimento alle norme tecniche per le costruzioni, G.U. n. 47 (in Italian), 2011] as a reliable source of guidance that can be employed for the vulnerability assessment of heritage buildings under seismic loads. According to these guidelines, three evaluation levels are introduced to analyse and assess the seismic capacity of historic masonry structures, namely: (1) simplified global static analyses; (2) kinematic analyses based on local collapse mechanisms, (3) detailed global analyses. Because of the complexity and the large variety of existing masonry typologies, which makes it particularly problematic to adopt a unique procedure for all existing structures, the guidelines provide different simplified analysis approaches for different structural configurations, e.g. churches, palaces, towers. Among the existing typologies of masonry structures there considered, this work aims to deepen validity, effectiveness and scope of application of the Italian guidelines with respect to heritage masonry towers. The three evaluation levels proposed by the guidelines are here compared by discussing the seismic risk assessment of a representative masonry tower: the Cugnanesi tower located in San Gimignano (Italy). The results show that global failure modes due to local stress concentrations cannot be identified if only simplified static and kinematic analyses are performed. Detailed global analyses are in fact generally needed for a reliable prediction of the seismic performance of such structures.

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“…Clementi and co-workers (Clementi et al 2019) perform in their paper several advanced non-linear dynamic analyses by means of a Non-Smooth Contact Dynamics software (LMGC90) in order to assess damages observed in five small masonry churches struck by the Central Italy 2016 seismic sequence. Longarini et al (2019) discuss the efficacy of X-Lam roofs in the seismic retrofitting of masonry churches, focusing on a specific case study of a church damaged by a recent Italian strong seismic sequence.…”

Section: Prefacementioning

confidence: 99%