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Santa Maria del Mar és una joia arquitectònica construïda en només 50 anys en un estil gòticpur i sobri. Acabada a finals del segle XIV, l’edifici inclou innovacions estructurals moltinteressants compartides només, entre totes les construccions gòtiques, amb les catedrals deBarcelona i Mallorca. Aquest edifici es caracteritza per tenir 3 naus i no...
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Citations
... The numerical model has been calibrated following a two-step procedure. The first step includes its comparison with a detailed 3D finite element model of the same macro-element (Murcia, 2008;Roca et al., 2009), such that the two models present an equivalent response in terms of stiffness and capacity under both gravitational and horizontal inplane loading proportional to the mass distribution. The second-step considers the comparison of the numerical vibration characteristics with the results of the experimental dynamic identification reported in (Vendrell et al., 2007). ...
This work presents a probabilistic method to assess the seismic vulnerability of historical masonry structures, such as churches or cathedrals, including uncertainty analysis of the material parameters. The proposed approach considers the pushover analysis using the finite element method for the structural evaluation of the seismic behaviour of masonry structures. A stochastic analysis based on Monte Carlo simulation investigates the effect of the uncertainty of the structural members' mechanical parameters on the evaluation of the seismic fragility. The method is applied to the seismic assessment of the bay structure of Santa Maria del Mar church in Barcelona, Spain. This case study is char-acterised by complex geometry and materials heterogeneity, and shows to be sensitive enough to the uncertainty of the material properties to experience two possible collapse mechanisms in case of an earthquake. The study presents how to derive analytical seismic fragility curves by considering the uncertainties regarding the material properties and the different types of collapse mechanism.
... The seismic behaviour of a representative bay (Fig. 1) of the church of Santa Maria del Mar in Barcelona is studied under transversal horizontal loading. A plane-stress FE model has been prepared based on the 3D FE model presented in [1], such that the two models show equivalent response in terms of stiffness and capacity under both gravitational and horizontal in-plane loading proportional to the mass distribution, following the procedure reported in [2,3]. The structure has been discretized by using 37780 triangular constant strain finite elements and 17749 nodes. ...
Existing heritage structures are frequently composed of diverse masonry typologies, corresponding either to various structural members (e.g. arches, walls, piers) or to additions constructed in different eras. The identification of the material properties of the different masonry typologies is usually demanding due to the high cost of the necessary specialized in-situ experimental testing procedures and to the restrictions posed by the cultural value of historical buildings. This lack of information underlines the importance of probabilistic studies considering the uncertainties connected with the evaluation of the material properties. Such activities become essential in studies dealing with the conservation of built cultural heritage against hazardous events, such as earthquakes. This work investigates the seismic vulnerability assessment of large monumental structures with complex geometry. The church of Santa Maria del Mar in Barcelona is considered as a case study, and a representative macro-element of the bay structure is studied against in-plane horizontal loading through pushover analysis. A Monte Carlo simulation is used to estimate the effect of the uncertainties on the material properties, which are considered as random variables. The developed fragility curves express the safety level and the damage expected on the structure for different seismic hazard scenarios.
... The used properties of the stone masonry and steel are summarized in Tab. 1. The values were taken as recommended by some previous studies carried out using the same stone masonry [16]. ...
The spire of Barcelona cathedral suffered from severe problems due to the corrosion of the steel ties used in reinforcing its stone masonry beams. Wide visible cracks were noticed in the stone beams and large parts were detached. Therefore, the full spire was dismantled and reconstructed using titanium ties to eliminate the corrosion problem. A finite element model of the spire was created and analyzed using DIANA software to support this decision. This analysis helped in understanding the role and strength contributions of these ties in resisting the applied loads on the spire, specifically, the lateral loads of earthquakes and wind. A nonlinear static (pushover) analysis was carried out to assess the spire capacity under the lateral loads. A number of constitutive models for modeling the masonry behavior were tried. Also, a number of seismic actions patterns were considered. As a main conclusion of this study, the ties were highly needed to carry the tensile stresses caused by earthquakes and wind loads. Therefore, in the reconstruction of the spire, such ties must be kept in the masonry beams.
... According to (Murcia 2008) and , walls and buttresses are made by three layers, two external stone masonry walls and an internal rubble infill. In particular buttresses present the infill layer wider than walls due to their relevant thickness (approximately equal to 1 m). ...
... Because of the complexity of the Church and the difficulties in establishing the structural relationship between the various parts, a global structural model able to represent the behavior of the entire structure was created. Previous studies on this Church were mainly focused on subparts of the construction: both (Resemini 2003) and (Murcia 2008) focused their researches on the central part of the Church (represented by half of the typical bay), while (Cuzzilla 2008) Nevertheless a global analysis of the entire construction, useful for the interpretation of the global behavior, has not been yet performed. In the present work the seismic vulnerability assessment was executed using all the three DPCM methods (Section 2.2) but applied in the sequence: LV1, LV3, and LV2 because global analysis was used to highlight all possible local collapse mechanisms to be investigated by kinematic analysis. ...
Structural assessment of historical constructions is a particular issue as these structures were built with technical knowledge and construction methods based on in-field experience and on the observation of previous failures and successes of similar buildings. Their structural behavior is influenced by numerous aspects, sometimes not completely known (geometry, structural schemes and details, material mechanical properties), which often results in historical structures inadequate to achieve the safety level required for new constructions. In the case of earthquakes, these structures can suffer heavy local or global damages that sometimes lead to collapse. Thus static and seismic vulnerability assessment of historical buildings should therefore be performed by proper methodologies that differ from those used for new constructions. In Italy, an official document (Direttiva del Presidente del Consiglio dei Ministri [DPCM] 2007, revised in 2011) was released, defining a step-by-step procedure for data acquisition and vulnerability assessment of Cultural Heritage buildings. Such procedures can be coupled with new survey technologies such as terrestrial laser scanning (TLS), which, for performing a high-detailed three-dimensional geometrical survey, can provide detailed structural models refining the assessment results. In this study, the DPCM procedure is applied to Santa Maria del Mar Church in Barcelona (Spain) for seismic vulnerability assessment, using TLS three-dimensional survey and finite element analysis.
... The Young modulus of the structural members has been adjusted to obtain good agreement between the numerical and experimental values of the 1 st natural fre-quency of the structure. The first mode analytical frequency is 1.43 Hz and the corresponding mass participation factor 73.5 % [16]. ...
... Finally, possible strengthening strategies have been simulated numerically in a simplified way. The techniques have been chosen to comply with the modern principles of conservation (minimum intervention, respect to authenticity, non-intrusiveness, etc) [16]. ...
Structural analysis of two important Gothic constructions in Spain (Santa Maria del Mar Church in Barcelona and Mallorca Cathedral at Palma) has been performed. A 3D Finite Element model of a typical bay for each building has been adopted in conjunction with a tension-compression distributed damage model. Nonlinear analysis both for vertical gravity load and lateral seismic load has been carried out, taking advantage of recent precise data about the morphology of the structures. The capacity curve obtained for seismic load has
been considered for the use of the Capacity Spectrum Method (CSM) in order to estimate the damage level under the expected seismic ground motion. The results show acceptable resistance capacities with reduced damage levels in both buildings for the design earthquake.
Combined non‐destructive techniques are applied in the study of a historical building in Barcelona. Santa Maria del Mar is a magnificent Mediterranean gothic church built between 1329 and 1383. Two of the most important characteristics of this building are the slender columns and the almost flat rooftop. This structure, used to create a visual impression of a unique space, transmits high loads to the tall columns. Previous to restoration, vaults, roofs, and columns were extensively assessed with non‐destructive tests, in order to improve the knowledge of those structures. This information will be used in further simulations to analyse load distributions at each part of the structure. Ground and floor were also studied. The analysis of the columns was based on ground‐penetrating radar (GPR) surveys and on seismic tomography. Finally, the dynamic behaviour of the structure was determined by seismic monitoring of the main nave and the bell tower. Results obtained at the radar survey highlight the existence of unexpected anomalies in homogeneous materials, supporting the hypothesis of an inner structure between arches and roof composed by hollow elements. Seismic tomography defined the inner geometry of the columns and detected some damage or lower quality stone in various zones. Seismic monitoring established the perfect junction between the bell tower and the main nave. GPR survey on the floor allowed detecting a large number of graves, and some images suggest the existence of large underground walls and some of the foundations of the main façade.
