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Journal articles on the topic 'Unreinforced Masonry Churches'

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Author: Grafiati

Published: 10 March 2023

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1

Marotta, Alessandra, Tatiana Goded, Sonia Giovinazzi, Sergio Lagomarsino, Domenico Liberatore, Luigi Sorrentino, and Jason M. Ingham. "An inventory of unreinforced masonry churches in New Zealand." Bulletin of the New Zealand Society for Earthquake Engineering 48, no. 3 (September 30, 2015): 170–89. http://dx.doi.org/10.5459/bnzsee.48.3.170-189.

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Churches are an important part of New Zealand’s historical and architectural heritage. Various earthquakes around the world have highlighted the significant seismic vulnerability of religious buildings, with the extensive damage that occurred to stone and clay-brick unreinforced masonry churches after the 2010-2011 Canterbury earthquakes emphasising the necessity to better understand this structural type. Consequently, a country-wide inventory of unreinforced masonry churches is here identified. After a bibliographic and archival investigation, and a 10 000 km field trip, it is estimated that currently 297 unreinforced masonry churches are present throughout New Zealand, excluding 12 churches demolished in Christchurch because of heavy damage sustained during the Canterbury earthquake sequence. The compiled database includes general information about the buildings, their architectural features and structural characteristics, and any architectural and structural transformations that have occurred in the past. Statistics about the occurrence of each feature are provided and preliminary interpretations of their role on seismic vulnerability are discussed. The list of identified churches is reported in annexes, supporting their identification and providing their address.

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2

Dizhur, Dmytro, Jason Ingham, Lisa Moon, Mike Griffith, Arturo Schultz, Ilaria Senaldi, Guido Magenes, et al. "Performance of masonry buildings and churches in the 22 February 2011 Christchurch earthquake." Bulletin of the New Zealand Society for Earthquake Engineering 44, no. 4 (December 31, 2011): 279–96. http://dx.doi.org/10.5459/bnzsee.44.4.279-296.

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As part of the ‘Project Masonry’ Recovery Project funded by the New Zealand Natural Hazards Research Platform, commencing in March 2011, an international team of researchers was deployed to document and interpret the observed earthquake damage to masonry buildings and to churches as a result of the 22nd February 2011 Christchurch earthquake. The study focused on investigating commonly encountered failure patterns and collapse mechanisms. A brief summary of activities undertaken is presented, detailing the observations that were made on the performance of and the deficiencies that contributed to the damage to approximately 650 inspected unreinforced clay brick masonry (URM) buildings, to 90 unreinforced stone masonry buildings, to 342 reinforced concrete masonry (RCM) buildings, to 112 churches in the Canterbury region, and to just under 1100 residential dwellings having external masonry veneer cladding. In addition, details are provided of retrofit techniques that were implemented within relevant Christchurch URM buildings prior to the 22nd February earthquake and brief suggestions are provided regarding appropriate seismic retrofit and remediation techniques for stone masonry buildings.

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3

Goded, T., A. Lewis, and M. Stirling. "Seismic vulnerability scenarios of Unreinforced Masonry churches in New Zealand." Bulletin of Earthquake Engineering 16, no. 9 (March 21, 2018): 3957–99. http://dx.doi.org/10.1007/s10518-018-0351-7.

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4

Manos, George C., Lambros Kotoulas, and Evangelos Kozikopoulos. "Evaluation of the Performance of Unreinforced Stone Masonry Greek “Basilica” Churches When Subjected to Seismic Forces and Foundation Settlement." Buildings 9, no. 5 (April 30, 2019): 106. http://dx.doi.org/10.3390/buildings9050106.

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Unreinforced stone masonry made of low strength mortar has been used for centuries in forming old type stone masonry churches of the “Basilica” typology. The seismic performance of such stone masonry structures damaged during recent strong seismic activity in Greece, combined with long term effects from foundation settlement, is presented and discussed. A simplified numerical process is presented for evaluating the performance of such damaged stone masonry structures, making use of linear and non-linear numerical tools and assumed limit-state failure criteria. In order to obtain a quantification of the in-plane sliding shear failure criterion, a number of stone masonry wallets were built with weak mortar and were tested in the laboratory. Through the comparison of the obtained numerical predictions with the observed structural behaviour for selected cases of stone masonry “Basilica” churches, the validity of the applied simplified numerical process is demonstrated. It is shown that reasonable approximation of the observed performance of such structures can be obtained when the assumed failure criteria are realistic.

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5

Marotta, Alessandra, Luigi Sorrentino, Domenico Liberatore, and Jason M. Ingham. "Seismic Risk Assessment of New Zealand Unreinforced Masonry Churches using Statistical Procedures." International Journal of Architectural Heritage 12, no. 3 (July 5, 2017): 448–64. http://dx.doi.org/10.1080/15583058.2017.1323242.

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6

Marotta, Alessandra, Luigi Sorrentino, Domenico Liberatore, and Jason M. Ingham. "Vulnerability Assessment of Unreinforced Masonry Churches Following the 2010–2011 Canterbury Earthquake Sequence." Journal of Earthquake Engineering 21, no. 6 (September 22, 2016): 912–34. http://dx.doi.org/10.1080/13632469.2016.1206761.

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7

Pirchio, David, Kevin Q. Walsh, Elizabeth Kerr, Ivan Giongo, Marta Giaretton, Brad D. Weldon, Luca Ciocci, and Luigi Sorrentino. "An aggregated non-destructive testing (NDT) framework for the assessment of mechanical properties of unreinforced masonry Italian medieval churches." Construction and Building Materials 342 (August 2022): 128041. http://dx.doi.org/10.1016/j.conbuildmat.2022.128041.

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8

Pestana, J. M., R. B. Sancio, J. D. Bray, M. P. Romo, M. J. Mendoza, R. E. S. Moss, J. M. Mayoral, and R. B. Seed. "Geotechnical Engineering Aspects of the June 1999 Central Mexico Earthquakes." Earthquake Spectra 18, no. 3 (August 2002): 481–99. http://dx.doi.org/10.1193/1.1503340.

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An earthquake of moment magnitude (Mw) 7.0 struck the central region of Mexico on 15 June 1999 between the states of Puebla and Oaxaca. A second event with a moment magnitude 6.3 occurred on June 21, also affecting the central region of Mexico but with minor consequences. Attenuation relationships of peak ground acceleration with hypocentral distance for the June 15th event were compared with strong-motion recordings over a variety of geologic site conditions. Significant site amplification was observed and was correlated with deep soil conditions. The June 15th event caused significant damage of unreinforced masonry structures, such as churches and houses, including more than 500 historical buildings. Puebla City and the towns of Tehuacán and Acatlán de Osorio were the urban areas hardest hit by the earthquake. Although the earthquake was felt in Mexico City, the damage was light and mostly restricted to nonstructural elements. Comparison with observations obtained during the September 1985 earthquake suggest that significant soil nonlinearity, resulting in increased amplification at larger periods, can be observed for soft soil sites.

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9

Pirchio, David, Kevin Q. Walsh, Elizabeth Kerr, Ivan Giongo, Marta Giaretton, Brad D. Weldon, Luca Ciocci, and Luigi Sorrentino. "Integrated framework to structurally model unreinforced masonry Italian medieval churches from photogrammetry to finite element model analysis through heritage building information modeling." Engineering Structures 241 (August 2021): 112439. http://dx.doi.org/10.1016/j.engstruct.2021.112439.

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10

Preciado, Adolfo, Juan Carlos Santos, Citlalli Silva, Alejandro Ramírez-Gaytán, and Jose Manuel Falcon. "Seismic damage and retrofitting identification in unreinforced masonry Churches and bell towers by the september 19, 2017 (Mw = 7.1) Puebla-Morelos earthquake." Engineering Failure Analysis 118 (December 2020): 104924. http://dx.doi.org/10.1016/j.engfailanal.2020.104924.

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11

Sorrentino, Luigi, Omar Alshawa, and Domenico Liberatore. "Observations of Out-of-Plane Rocking in the Oratory of San Giuseppe Dei Minimi during the 2009 L’Aquila Earthquake." Applied Mechanics and Materials 621 (August 2014): 101–6. http://dx.doi.org/10.4028/www.scientific.net/amm.621.101.

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Contrary to other structural types, unreinforced masonry buildings display local collapses during strong earthquakes, especially in the case of large-hall constructions. This is also what has happened in the Oratory of San Giuseppe dei Minimi, located in the historical centre of L'Aquila (central Italy) and affected by the 2009 earthquake. The church suffered the out-of-plane response of its façade and parapet belfry. These mechanisms are studied recurring to non-linear dynamic models, calibrated with experimental data. The outcome of such analyses is in reasonable agreement with observed damages. Hence, it is possible to recommend this approach for the seismic assessment of similar buildings.

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12

Grillanda, Nicola, Andrea Chiozzi, Gabriele Milani, and Antonio Tralli. "On Collapse Behavior of Reinforced Masonry Domes under Seismic Loads." Key Engineering Materials 817 (August 2019): 275–82. http://dx.doi.org/10.4028/www.scientific.net/kem.817.275.

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In this paper, the first result on the collapse behavior of reinforced masonry domes under seismic loads is presented. A certain masonry dome is modeled through NURBS surfaces, which have the great advantage to represent accurately complex geometries. The obtained NURBS model is imported in the MATLAB® environment, in which an initial NURBS mesh is defined. An upper bound limit analysis is applied: each element is idealized as rigid block and eventual plastic dissipation is allowed only along element edges. The minimum of the kinematic multipliers is found by optimizing the NURBS mesh (i.e. modifying the position of fracture lines) through a meta-heuristic algorithm (e.g. a Genetic Algorithm). A reinforcing system made by FRCM fibers is included through additional NURBS surfaces: each new surface represents a strip and exhibits only a tensile contribute in the evaluation of plastic dissipation. The dome of the church of Anime Sante, which collapsed during the L’Aquila earthquake in 2009, is considered as meaningful case study. A standard disposition of FRCM fibers, typically designed for incrementing the vertical load bearing capacity, has been hypothesized. The reinforced dome is analyzed under a horizontal acceleration linear in height and constant in plane and a comparison between the unreinforced and the reinforced case is presented.

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13

Marotta, Alessandra, Domenico Liberatore, and Luigi Sorrentino. "Development of parametric seismic fragility curves for historical churches." Bulletin of Earthquake Engineering, July 17, 2021. http://dx.doi.org/10.1007/s10518-021-01174-1.

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AbstractFor both spiritual and cultural reasons, churches are an essential part of the historical heritage of several countries worldwide, including Europe, Americas and Australasia. The extreme damage that occurred during the 2016–2017 Central Italy seismic swarm highlighted once again the noteworthy seismic vulnerability of unreinforced masonry churches, which exhibited several collapses and caused uncountable losses to the Italian artistic heritage. The seismic performance of 158 affected buildings was analyzed in the aftermath of the main shocks. The failure modes activated by the earthquakes were identified making reference to the local mechanisms currently considered in Italy for post-seismic assessment of churches. The structural damage of the investigated buildings, related to 21 mechanisms rather than to an overall global response, was explained resorting to empirical statistical procedures taking into account ground motion intensity and structural details that can worsen or improve the seismic performance. Finally, parametric fragility curves were derived selecting those structural details that mostly influence the damage by means of the likelihood-ratio test. Developed models can be used in future territorial-scale scenario or risk analyses.

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14

Pirchio, David, Kevin Q. Walsh, Elizabeth Kerr, Ivan Giongo, Marta Giaretton, Luca Ciocci, and Luigi Sorrentino. "An Aggregated Non-Destructive Testing (Ndt) Framework for the Assessment of Mechanical Properties of Unreinforced Masonry Italian Medieval Churches." SSRN Electronic Journal, 2022. http://dx.doi.org/10.2139/ssrn.3999136.

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15

Grant, Damian N., Daniele Dozio, Paolo Fici, and Richard Sturt. "Case studies on seismic assessment of historical buildings using advanced analysis." Proceedings of the Institution of Civil Engineers - Engineering History and Heritage, December 24, 2021, 1–12. http://dx.doi.org/10.1680/jenhh.21.00003.

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Seismic risk mitigation in existing buildings requires an engineering assessment of the current condition and expected seismic performance and an identification of possible deficiencies that should be addressed. For heritage and historical buildings in particular, there is significant benefit in using the most detailed analysis methods available to avoid the conservatism inherent in simpler methods and thereby minimise unnecessary interventions and more precisely pinpoint where strengthening is required. On recent heritage projects, Arup has used the analysis software LS-DYNA and a new material model, calibrated against experimental tests on unreinforced masonry components and buildings to carry out (or supplement) seismic assessments. The analysis method (non-linear response history analysis) is not new, but its application on detailed finite-element models of complex historic structures has previously been computationally prohibitive and requires significant analyst experience to deliver reliable results. This paper summarises three of these recent Arup projects: Woltersum Church (Netherlands), Procuratie Vecchie (Venice) and a building cluster in the historical centre of Appingedam (Netherlands). The case studies show that these analyses allow complex features of seismic performance to be considered, such as damage or modifications to the building over time, pounding (separate buildings colliding into one another due to seismic movements) and load sharing between adjacent structures.

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