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This paper focuses on seismic fragility and damage scenario assessment of minor Italian historical centres through the development of urban fragility curves. With reference to the case study of Balvano, a small centre located in Basilicata Region of Italy, two hybrid models have been adopted. The first is a mechanic-based hybrid model developed by the authors to derive urban fragility curves specifically; the second is the macroseismic method, originally conceived to derive typological fragility curves for single building classes, expanded to derive urban fragility curve herein. Balvano was strongly struck by 1980 Irpinia-Basilicata earthquake (Ms = 6.90) and hence subjected to an intense reconstruction process during 1980s, where almost the 80% of the buildings were reconstructed with reinforced concrete structures in the place of unreinforced masonry ones. Seismic vulnerability and damage scenarios before and after 1980 have been assessed and compared with the purpose of validating the effectiveness of the urban scale fragility curves obtained through hybrid methodologies and quantifying the effect of the ‘new’ seismic hazard maps and first seismic codes and recommendations released by the Italian Government in the aftermath of 1980 for the construction of new buildings or for retrofitting the existing ones. A good matching between predicted and occurred damage scenario from the research outcomes emerged, confirming the effectiveness of the urban scale hybrid fragility curves to assess seismic vulnerability at urban scale. Moreover, the comparison of the damage scenarios pre and post-reconstruction highlighted the crucial role played by the code prescriptions adopted in that years for reducing the seismic vulnerability of the municipality and the importance of the ‘new’ seismic hazard maps introduced in 1980s. Finally, the differences between mechanical-based hybrid and macroseismic model have been discussed in the paper.

Great part of the existing buildings in seismic areas and in particular in developing countries is represented by masonry buildings, diffused also in the major part of historical centres in Europe. Damages due to seismic events have evidenced the large demand of rehabilitation together with suitable assessment methods for these structures. When out of plane mechanism can be avoided, the contribution of in-plane shear resistance of the masonry walls is a key aspect to consider in the vulnerability analysis of the whole structure. Based on this last consideration, this paper presents an approach to the analysis of in-plane behaviour of masonry walls, involving a minimum energy strategy. The results of the numerical analyses presented are compared with those obtained by laboratory tests on brick masonry panels. © Patron Editore S.r.l. Gran parte del patrimonio edilizio esistente in zona sismica, soprattutto nei paesi in via di sviluppo, è costituito da edifici in muratura, largamente diffusi anche in tutti i centri storici europei. I collassi e i danni rilevati a seguito di eventi sismici hanno evidenziato la necessità di interventi e soprattutto di tecniche di analisi idonee. In un edificio in muratura ben progettato e realizzato, ove i meccanismi di collasso per azioni fuori piano possono essere esclusi, il comportamento nel piano delle pareti in muratura diventa un aspetto chiave da esaminare nelle valutazioni di vulnerabilità sismica. Partendo da quest'ultima considerazione, questo lavoro presenta un approccio per la l'analisi del comportamento nel piano di pareti murarie sottoposte a compressione e taglio. La procedura utilizzata considera la muratura come un materiale elastico non resistente a trazione, definisce pertanto una sagoma reagente contenuta nell'ambito del pannello murario soggetta a soli sforzi di compressione e risolve una procedura numerica la cui soluzione corrisponde al minimo dell'energia potenziale per il pannello. Vengono presentati confronti fra i risultati numerici e alcune prove sperimentali presenti in letteratura per diverse geometrie di pannello. © Patron Editore S.r.l.

La resistenza a taglio di pannelli murari rappresenta un elemento fondamentale per la capacità sismica degli edifici in muratura. Pertanto, una corretta stima di tale resistenza è, senza, dubbio, di primaria importanza sia per la valutazione della vulnerabilità sismica degli edifici esistenti, sia per le nuove progettazioni. Allo stato attuale diverse sono le formulazioni proposte in letteratura o presenti nei codici normativi per la stima della resistenza a taglio, anche se spesso ricavate da differenti ipotesi sullo stato tensionale che si instaura all’interno del pannello o ottenute con diverse modalità di prova. In questo articolo è stato analizzato il problema della determinazione della resistenza a taglio di pannelli murari mediante prove di compressione diagonale, formulando un criterio di resistenza alternativo per l’interpretazione dei risultati sperimentali. In particolare è stata proposta una modifica al criterio di Drucker-Prager che, tipicamente espresso in tensioni principali, è stato rielaborato in termini di tensioni tangenziali. La superficie limite proposta, nel piano di Mohr, è descritta mediante due rette aventi differenti inclinazioni (coefficiente di attrito) nel quadrante delle compressioni ed in quello delle trazioni. I risultati teorici ottenuti sono stati poi validati confrontandoli con quelli di prove sperimentali presenti in letteratura scientifica, nonché comparati con le formulazioni attualmente presenti nei codici normativi.

L’articolo presenta i principali risultati statistici sul rilievo del danno eseguito su un campione di 237 chiese colpite dagli eventi sismici definiti Centro Italia 2016-17. In particolare, sono stati presi in considerazione le chiese ubicate nelle quattro regioni maggiormente coinvolte (Lazio, Abruzzo, Umbria e Marche) e gli eventi sismici più significativi (24 agosto 2016, 26 e 30 ottobre 2016, 18 gennaio 2017), mentre le popolazioni di edifici danneggiati sono state suddivise per aree macrosismiche. La valutazione del danno è stata eseguita attraverso l’utilizzo delle schede di rilievo del danno di II livello redatte sul campo durante la lunga fase di emergenza sismica coordinata dalla Protezione Civile, dal MiBACT e dal Consorzio ReLUIS. In accordo al metodo osservazionale, sono stati rilevati i meccanismi di danno più ricorrenti per i diversi macroelementi, ai quali sono stati assegnati dei punteggi in base alla loro severità e pericolosità in relazione al collasso locale ed è stato definito un indice di danno per ogni chiesa. I cinque livelli di danno sono stati definiti in accordo con la scala macrosismica EMS98 (European Macroseismic Scale 1998) e sono stati associati all’indice di danno in modo convenzionale. L’analisi statistica dei dati ha permesso di calcolare le matrici di probabilità di danno (DPM) delle chiese per diversi valori di intensità macrosismica e le DPM relative al meccanismo di ribaltamento della facciata, ritenuto come quello più ricorrente. Infine, sulla base dall’esperienza acquisita durante le operazioni di rilievo, sono presentate alcune osservazioni critiche sulle sezioni delle schede di agibilità utilizzate.

This paper investigates the role of the horizontal axial force on the in-plane shear and flexural strength of masonry spandrels subjected to seismic actions. Strength criteria included in the main national and international codes take into account for geometrical and material properties, but valuable considerations about the influence of the horizontal axial force are missing. Nevertheless, experimental programs and post-earthquake damage scenarios proved that the horizontal axial force within the spandrels can be also significant under seismic actions, especially when they are surrounded by strength and stiff vertical piers or when significantly compressed by the effect of tensile-resistant elements. As main purpose, the strength criteria proposed by the Italian code for the spandrels have been revised accounting for the effect of the horizontal axial force on its shear and flexural strength. A database containing experimental tests conducted on masonry spandrels was elaborated and used to compare experimental with theoretical results. Outcomes showed that the revised criteria match satisfactorily the experimental results when significant axial forces affect the spandrels, both in terms of strength and failure mechanism. Contrariwise, existing code formulations are representative for the spandrels subjected to low axial force such that rocking or pure shear mechanisms tend to prevail.

Seismic capacity assessment of existing buildings is of paramount importance for mitigating the seismic risk in earthquake-prone areas. In Europe, the next version of Eurocode 8 and the current version of the Italian standards suggest the adoption of both linear and nonlinear approaches to perform seismic analyses of existing masonry buildings. This paper discusses with the main issues concerning linear and nonlinear analyses methodologies provided by the Italian standards for existing unreinforced masonry buildings. An historical building located in Southern Italy, representative of the Mediterranean basin buildings, has been chosen as a case study and modelled through the equivalent frame model. According to the Italian standards, the influence of in-plane stiffness of floors and spandrels on the overall seismic capacity of the structure has been considered in the analyses. Beyond the code prescriptions, the effect of different ultimate drifts values assumed for the spandrels on nonlinear behavior of the structure has been analysed. The results of two types of linear analyses (lateral static force method and modal response spectrum analysis) have been compared among them and with those provided by the nonlinear static method. Conclusions show that either behavior and overstrength factors provided by the Italian standards are conservative than those estimated through the nonlinear static analyses. Moreover, it has been remarked that the value of ultimate drift adopted for the spandrel can affect significantly the nonlinear response of the structures, although this topic still represents an open issue.

In 2007 the Italian National Research Council published the technical document CNR-DT 206/2007 “Instructions for the design, execution and control of timber structures”, with the purpose to provide a technical support to the operators of the sector, in line with the most advanced knowledge at that time. Since then, the world of timber engineering has largely used such document, even though the instructions are not mandatory standard rules, so that they became the most common tool in Italy for the structural use of timber, opening the markets and favouring competition and new applications. In latest years new studies, researches and innovative proposals have promoted the development and the growth of timber constructions also in the civil residential field. The framework of standard rules for constructions and products, both Europeans and Italians, has evolved too. For these reasons, CNR has considered as opportune to proceed to the editing of a new version, updated and widened, namely with the acronym DT 206-R1. The document comes from the spontaneous cooperation of an open group of specialists and operators of the sector, based on a wide discussion on the common scientific and technical expertise and knowledge. The current version has already taken into account the results of the public inquiry phase (concluded by now). The paper presents the main contents of the document, evidencing the innovations.

This paper provides a comphrensive review of the critical aspects of nonlinear modeling for evaluating the seismic response of masonry structures, emphasizing the issues relevant to engineering practice. Currently, the specialized technical community shares the opinion that, for a performance-based approach, numerical models are the only tools sufficiently effective to support the seismic assessment of existing buildings. However, their potential often falls short when attempting to accurately describe the behavior of masonry structures. In fact, these structures feature highly complex architectural configurations, different masonry types, and various structural solutions, meaning that extra care is required in numerical modeling. This is especially true when the modelers do not have a solid background in the software chosen and may not be practiced using the vast variety of options offered by the software houses. They are often unaware of the consequences that questionable modeling choices may have on the results obtained by the models. These extremely complex topics are treated in the paper from an engineering practice perspective, providing an in-depth overview of the challenging issues related to the use of different modeling strategies. The paper covers strategies ranging from the Equivalent Frame approach (widelyused in common engineering practice) to more refined techniques like 2D and 3D FiniteElement procedures based on continuous, discrete, and micro-mechanical approaches. Critical aspects in the modeling of both in- and out-of-plane responses of masonry, as well as the critical issues in wall-to-wall connections and diaphragm roles are investigated. All the examined issues are clarified through numerical examples highlighting also how a consistent and integrated use of different procedures may be beneficial. Finally, some of most relevant challenging issues concerning the use of numerical models in seismic assessment with the nonlinear static approach are presented and discussed.

This paper presents a novel hybrid-based methodology devoted to develop urban fragility curves and damage probability matrices to predict likelihood seismic damage scenarios for small and medium Italian urban centres, considering URM buildings only. The concept of urban fragility curve consists of a single curve mean-representative of the seismic fragility of an entire area accounting for the combinations of building classes and their percentage, then they differ from those typological. The methodology has been developed with reference to Rocca di Mezzo, a small Italian urban centre located in the central Apennine area, Italy. Based on CarTiS inventory, building classes have been firstly recognized and urban fragility curves, representative for damage scenarios at Ultimate Limit State, developed. To predict damage scenarios from low to high-intensity earthquakes, an approach to define multi-damage urban fragility curves and damage probability matrices has been also presented. To this aim, a damage scale suffered by building classes has been defined by converting the final outcomes of the AeDES form (used in Italy for post-earthquake surveys) in the damage levels provided by the European Macroseismic Scale (EMS98). Data coming from urban fragility curves have been compared with the actual damage scenario recorded in Rocca di Mezzo after the 2009 L’Aquila’s earthquake, in terms of both peak-ground acceleration and Mecalli-Cancani-Sieberg scale. The achieved results showed a good accordance between theoretical predictions and actual damage scenarios, coherent also with the damage scenarios occurred in other Italian historical centres hit by severe earthquakes over the years. Thus, the methodology can provide a first important indicator to support the development of emergently plans devoted to identify priority of interventions in such areas particularly vulnerable with respect to others.

This paper investigates the potentials of inter-story isolation systems (IIS) for retrofitting irregular masonry buildings by means of an isolated vertical addition realised on the roof of the existing structure. By assuming a case study, a wide parametric analysis is firstly carried out on lumped-masses model for identifying the dynamic properties of the isolated superstructure that minimizes the global seismic response. Hence, a 3D FE model is adopted for the detailed design and analysis of the IIS structure, with different solutions, in order to regularize the global seismic response of the IIS complex. Finally, some general design criteria are suggested.

Unreinforced masonry is the most diffused construction material in the major part of historical centers in Europe. In a building subjected to earthquake forces the contribution of in-plane shear resistance of the masonry walls is a determinant factor for the stability of the whole structure. In particular, the masonry piers are the structural elements subjected to the combination of normal and shear forces. In general, ductile tools to model the in plane behaviour of masonry are always welcome in order to evaluate the capacity of walls subjected to vertical and horizontal actions. In this framework, two no-tension approaches to model the behaviour of masonry walls loaded with in-plane forces, involving a minimum energy procedure, are presented. Both the procedures allow the representation of the stress maps in the panel in case of monotonic increase of shear load. The results of the numerical analyses are compared and discussed., Frattura ed Integrità Strutturale, 14 (51)

This paper presents the results of an experimental program conducted on H-shaped reduced-scale reinforced masonry spandrels subjected to monotonic loadings. It summarized tests units, test set-up and experimental results relative to seventeen samples reinforced by thin-steel stripes arranged with different configurations, and compared with those unreinforced. The first configuration comprised masonry spandrels strengthened by unbonded horizontal and diagonal steel stripes (i.e., stripes connected by means of threaded rods to the nodal area of the panel), while the second masonry spandrels reinforced by bonded horizontal stripes (i.e., stripes connected with 5 or 13 threaded rods over the spandrel length). For each reinforcement configuration, slender, intermediate and squat slenderness ratios have been considered for the samples. The conducted research investigated the effectiveness of the reinforcement to enhance the seismic response of the spandrels. Test results demonstrated that the application of steel stripes is beneficial in changing the failure modes from shear-dominated into flexural-dominated, especially for intermediate and squat panels prone to brittle shear mechanisms. Despite that increases of strength are reduced with respect to unreinforced samples, when reinforced the post-peak response changes significantly being it characterized by a remarkable ductile response for whatever spandrels’ slenderness ratios.